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HomeMy WebLinkAbout123 E Front St - Building O ELECTRICAL PERMIT - CITY OF PORT ANGELES 360-4]7-4735 Application Number 10 00001196 Date 10/15/10 Application pin number 522236 REPORT STATE SALES TAX Property Address 123 E FRONT ST ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0000 on your excise tax form Application type description ELECTRICAL ONLY to the City of Port Angeles Subdivision Name Property Use (Location Code 0502) Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 0 Application desc Photo cell exterior lights Owner Contractor ^�- CLALLAM TRANSIT SYSTEM OWNER J v 830 LAURIDSEN BLVD PORT ANGELES WA 98363 Permit ELECTRICAL ALTER COMMERCIAL (\f(\J Additional desc Permit pin number 175612 Permit Fee 73 50 Plan Check Fee 00 Issue Date 10/15/10 Valuation 0 Expiration Date 4/13/11 Qty Unit Charge Per Extension 1 00 73 5000 ECH EL BRANCH CIRCUIT WO/FEEDER 73 50 Fee summary Charged Paid Credited Due Permit Fee Total 73 50 73 50 00 00 Plan Check Total 00 00 00 00 Grand Total 73 50 73 50 00 00 INSPECTION TYPE DATE. RESULTS INSPECTOR. DITCH SERVICE ROUGH IN -7—('5A TIR FINAL COMMENTS PERMIT WILL EXPIRE SIX(6)MONTHS FROM LAST INSPECTION Signature of owner or Electrical Contractor X Date IWO n�r-rW ` 0�.PORr.t,ti,� u v/IRS CITY OF PORT ANGELES PERMIT APPLICATION OCT 1 Zs��� `"� Building Division/Electrical Inspections �- 321 East Fifth Street—P.O.Box 1150/Port Angeles Washington,98362 ELECTRICAL Ph (360)417-4735 Fax. (360)417-4711 INSPECTIONS Date. /D !z- ! 1 &2 Single Family Dwelling _Multi-Family or Commercial* commercial Addition/Alteration/Remodel/Repair* *Plan Review May Be Required Please Complete Electrical Plan Review Information Sheet Job Address: !z3 IL FfLDN-" Building Square Footage: Description of above _j:tJ,- g t-, c)e p t;I !�31-:A LL P-d an CN_. L- Owner Information Contractor Information Name: C-1-ce aF %12!!7f A46FA- 3 Name: Mailin ress: 37,1 Y Mailing,Address: City State:_ Zip: City State: Zip: Phone: Fax: Phone: Fax: License#/Exp. License#I Exp. Item Unit Charge Qtv Total(Qty Multiplied by Unit Charge) Service/Feeder 200 Amp. $119.90 $ Service/Feeder 201-400 Amp. $145.50 $ Service/Feeder 401-600 Amp $204.60 $ Service/Feeder 601 1000 Amp. $262.20 $ Service/Feeder over 1000 Amp. $372.50 $ Branch Circuit W/Service Feeder $ 2.60 $ Branch Circuit W/O Service Feeder $ 73.50 $ Z 3 Each Additional Branch Circuit $ 2.60 $ Temp Service/Feeder 200 Amp. $ 92.70 $ Temp.Service/Feeder 201-400 Amp. $110.30 $ Temp.Service/Feeder 401-600 Amp. $14870 $ Temp.Service/Feeder 601 1000 Amp $167.90 $ Portal to Portal Hourly $ 95.90 $ Sign/Outline Lighting $ 88.20 $ Signal Circuit/Limited Energy/First 1500 sf-Commercial $ 95.90 $ Note: $5.00 for each additional 1500 sf Signal Circuit/Limited Energy 1 &2 Family Dwelling $ 63.90 $ Signal Circuit/Limited Energy Multi-Family Dwelling $ 63.90 $ Manufactured Home Connection $119.90 $ Renewable Electrical Energy 5KVA System or Less $102.30 $ Thermostat $ 56.00 $ NEW CONSTRUCTION ONLY. First 1300 Square Ft. $110.30 $ Each Additional 500 Square Ft.or Portion of $ 35.20 $ Each Outbuilding or Detached Garage $ 73.50 $ Each Swimming Pool or Hot Tub $110.30 $ $ -2'3 Total Owner as defined by RCW 19.28.261 (1)Owner will occupy the structure for two years after this electrical permit is finalized (2)Owner is required to°hire an electrical contractor if above said property is for sale, rent or lease. Permit expires after six months of last inspection After reading the above statement, I hereby certify that I am the owner of the above named property or a licensed electrical contractor I.am making the electrical installation or alteration in compliance with the electrical laws, N E.0 RCW Chapter 19.28 WAC Chapter 296-46B,The City of Port Angeles Municipal Code,and Utility Specifications and PAMC 14 05 050 regarding Electrical Permit Applications. Signature of owner electrical contractor or electrical administrator O Cash ❑ Check El Credit Card# X � Dated: �O��v' —<C/ 0110112010 F ET CODE: 3!0-DiV APPROVAL_.. ELECTRICAL PERMIT CITY OF PORT ANGELES Q 360-417-4735 s Application Number 09 00001052 Date 10/13/09 Application pin number 834776 Property Address 123 E FRONT ST ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0000 Application type description ELECTRICAL ONLY Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 0 Application desc Surveillance system Owner Contractor CLALLAM TRANSIT SYSTEM HI TECH SECURITY INC 830 LAURIDSEN BLVD 723 E FRONT ST PORT ANGELES WA 98363 PORT ANGELES WA 98362 , (360) 452 2727 Permit ELECTRICAL ALTER COMMERCIAL \ N Additional desc Permit pin number 154971 Permit Fee 75 00 Plan Check Fee 00 Issue Date 10/13/09 Valuation 0 Expiration Date 4/11/10 1N` Qty Unit Charge Per Extension 1 00 75 0000 ECH EL-LIMITED 1ST 1500 SQ FT 75 00 Fee summary Charged Paid Credited Due Permit Fee Total 75 00 75 00 00 00 Plan Check Total 00 00 00 00 Grand Total 75 00 75' 00 00 00 G V �1 INSPECTION TYPE DATE RESULTS INSPECTOR. DITCH SERVICE ROUGH IN P ZS d�j FINAL COMMENTS Signature of owner or Electrical Contractor X Date FROM HI-TECH ELECTRONICS FAX NO. E C W %U Oct. 09 2009 12 03FM P1 ti OCT 12 2009 c>r y'sur,tti City of Port Angeles Permit Application `, ELECTRICAL `�J. Building DtvfsloNfaactrica)Inspeclivns �y; 321 East F[Rft Street-P.O.Box 1150 INSPECTIONS Port Angeles Washington,9888Z Ph:(360)4174735 Fax:(360)4174711 j 41 1 Date:__to -q- 1 q-1 &2 Singly Fa n O .t Multi Family mmercral' '� Commercial Adtiitio��on/Renwdei/Repair Plan Review May Be Required,Please Complete Electrical Plan Review Information Sheet Job Address; 10 Asrr oar Building Square Footage: - N Description of above_�-'�TP^r-�-_ 5a]Fel1t'1 ll f--g- Sy y_7IF Wv- ,35.+a(j 42"L"C-t-%kat _.cO►9�Ia�7`T Owner Information Contractor Information Name: P`t-ojjr,-lV-Y -V'0 S' r- Name:. Hi Tech Security Inc Mailing Address: tz3 94Sir fir :^ MailingAddiess. 723 East Front St City- PA- State: WA. ZIp:�Q_ � City. Port Angeles State: wA.....-,Zip: 362 Phone: a t Phone; 360 452 2727 License itiiExp- _ Lieensefl/Exp, HITECTS955BS Unit Chane iota((QN Milti»liec by Unit Cbacael S 93.75 S-� _Setvi wFeeder200 Amp. $113.75 __- 5 ServicelFeader 201.600 Amp. 5160,00 S. .. ServicelFaeder 401.600 Amp. 5205.00 $ ServkoTeedar 901-1000 Amp. $291.25 5 ServkOeeder over 1000 Amp. $ 2.00 5 Stanch Circuit W/Service Feeder S 57.50 $— Branch Citcuit W10 Service Fmciev 5 2.00 5- Each Additional Breech Circuit S 72,50 S Temp-Service/Feeder 200 Amp, 5 86.25 S Temp.ServicalFeeder 201-MO Amp. $116.25 $ Temp,Sane celFeedar 401 00 Amp. $131,25 S Temp.ServiceiFeeder$01-1000 Arne, 5 75.00 5 Portal to Portal Hourly $69-00 $�SigOOulline Lighting S 75.00 � S y'S-UC+ Sign4 0(eu d limited Energy Carenereial 5 50.00 5�Signal CirctW Limited Energy 1 a 2 Fermly Dwelling 5 50.00 $ signal Cuctud Limited Energy MultrFamily Dwelling $ 93.75 S. MULfacturedHomeConnection S 80.00 5 Renewable Electrical Energy-5KVA System or Less S 80,25 S Fn 11300 Square Ft S 27.50 $ GachAddihonal500 Squate Ft or Poftion of 5 57.50 S Each Outbuilding or Datacheo Garage $ 96.26 S Each Swimming Pool or Hot Tub $ 43,75 SThermostat Total Owner as dented by RC V.1i28.26i:(1)Owner wig occupy the structure fa two years after this deehfcw permll is finalised(2)owneris requited ra Me an electrical contractor if above said property is for safe,rent or lease. Atter reading the above statement,I hvraby cartify that i am the owner of the above named propedy or a licensed electrical contractor.i am making the electAcal Installation or altaration In compliance with the etecWcal jaws,N.E.C.,RCW_Chatter 1928,WAC.Chapter 296468,The City of Pod Angales Municipal Code,and Utility specttiications. Signature of owner,electrical contractor or electrical administrator X Date: jib Q 0 „ j "� •� ;a Ff a � `J �j � te1, � ��• ?� etc .!+° r;•`” �"' a iu�r jil Jsfr a,, Vl - i " 5b tt� ell LPrI5 r r" Application Number 08 00000963 Date 8/12/08 Application pin number 071883 Property Address 123 E FRONT ST ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0000 Application type description ELECTRICAL ONLY Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 0 Application desc Phone network Owner Contractor CLALLAM TRANSIT SYSTEM ANGELES COMMUNICATIONS INC 830 LAURIDSEN BLVD 102 ROSS LN PORT ANGELES WA 98363 PORT ANGELES WA PORT ANGELES WA 98362 ^ ` (360) 457 4375 'V Permit ELECTRICAL NEW COMMERICAL Additional desc Permit pin number 131797 Permit Fee 40 00 Plan Check Fee 00 Issue Date 8/12/08 Valuation 0 Expiration Date 2/08/09 Qty Unit Charge Per Extension 1 00 40 0000 EL LOW VOLT SYS <=2500 SQFT 40 00 Fee summary Charged Paid Credited Due Permit Fee Total 40 00 40 00 00 00 Plan Check Total 00 00 00 00 Grand Total 40 00 40 00 00 00 7 .lam V SPECTION ELECTRICAL TYPE DATE RESULTS INSPECTOR DITCH SERVICE ROUGH - IN FINAL COMMENTS : Application Number 08 00000733 Date 6/19/08 Application pin number 080981 Property Address 123 E FRONT ST ASSESSOR/PARCEL NUMBER 06 30 00 5 0 0043 0000 Application type description ELECTRICAL ONLY Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 0 Application desc Low voltage Owner Contractor CLALLAM TRANSIT SYSTEM OWNER 830 LAURIDSEN BLVD PORT ANGELES WA 98363 Permit ELECTRICAL NEW COMMERICAL Additional desc ^�— Permit pin number 128520 ,\, Permit Fee 40 00 Plan Check Fee 00 ' �+ Issue Date 6/19/08 Valuation 0 ( _� Expiration Date 12/16/08 Qty Unit Charge Per Extension 1 00 40 0000 EL LOW VOLT SYS <=2500 SQFT 40 00 Fee summary Charged Paid Credited Due It1d Permit Fee Total 40 00 40 00 00 00 Plan Check Total 00 00 00 00 Grand Total 40 00 40 00 00 00 d G V INSPECTION ELECTRICAL TYPE DATE RESULTS INSPECTOR. DITCH SERVICE ROUGH — IN elope FINAL � a) COMMENTS : CITY OF PORT ANGELES PUBLIC WORKS ELECTRICAL DIVISION �i 321 FAST 5TH STREET WORT ANGELES.WA,98362 Application Number 07 00000731 Date 7/30/07 Application pin number 176216 Property Address 123 E FRONT ST ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0000 Application type description ELECTRICAL ONLY Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 0 Owner Contractor CITY OF PORT ANGELES OLYMPIC ELECTRIC 32.1 E 5HT' ST 4-230 TUMWATER PORT ANGELES WA 98362 PORT ANGELES WA 98363 (360) 45'7' 5,303 Permit ELECTRICAL TEMPORARY SERVICE,{ Additional, desc OLY EL / 200 .A TEMP` Permit ,pin number 1'05171 Sub Contractor OLYMPIC ELECTRIC N Fee Permit 58 00 Plan`Check Fee 00'% ELECTRICAL PERMIT INSPECTION RECORD CALL 4174735 FOR ELECTRICAL INSPECTIONS. PLEASE PROVIDE A MIND 24 HOUR NOTICE. ITIS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE ITIS INSPECTED AND ACCEPTED. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED co?*mFNTS YES NO DITCH SERVICE FINAL GENERAL COMMENTS: ELECTRICAL WORKPERMITAPPLICAITON Ins tion Job wiry!by *learr cal Contractor ❑Owner j�Comaaetrial O Residential Elcetncal ca tmcc//ttlpptt name License number Date Expires �t^ C 7N -4V1-5 TvG L TRC2 t(n8$A /�Altered/Addition purchaser's mailing address 11 z8 FiP Wt?14ce City StalC ZIP S2R TT4El WA ci8383 At2 FA MAV)L7;F-7;F - Telephone ntimbeT FAX number 20(0 423 — /(00 ?,Ofp 3z 9, Premises owner's name 1 //l� 7�p–�]�l� y rJ k2N4llc�r rFl &A•it tJdti[ <idl.JU J Address of!12-3 E,Inspection RE CEIVE® 1 cuy� Yn.a-T Amuse%s JUN .Z 8 7QQ8 Phone numhler to schedule inspection: Owner as de� ctned by RCW 19.28.261:(1) Owner will occupy the simcturejor two years after A elerical permil Is finalized (2) Owner is required to hire an efecrrieat LIGHT DEPT. contractor if bore said property is jor sale, rent or leans. ❑Cash ❑Check# After reading the above statement,I hereby certify that 1 am the owner of the above ' named property or a licensed electrical contractor. I am making the electrical instal- Credit Card Vtaa Mastercard Discover lation or alts ation in compliance with the electrical laws, N_E.C., RCW Chapter 19.25, WAC. Chapter 296-468, The City of Port Angeles Municipal Code, and Card# Utility 4P cl cari000. I A — –` -– Sig turce own ' r tr a contractor or electrical administrator F_Yplrah07l Date X Date: o ofcard $specNon f r tr .Service Irdorl WL1q l ANO LOAL7 CHANGES 0 Baseboard —KW Voltage 4 Fumace KW Q Overhead Service Phase(3 10 3 Q Meat Pump _Ton_LAR Q Temp Service Service Size: Q Fan-wall J KW _ Q Underground Service Feeder Size: SAME DAY INSPECTION. CALL BEFORE 7:00 AM 360-417-4735 (:?`/C��UGA-IN THERMOSTAT SERVICE 6-236 Date Apr�ey nota apnmvee 6Y nae Ayr .d Ey FINAL Dnru FEEDER M �— Appnvea By Dsle Appy Inspect) m Area,Building or Equipment fnspeeted Electrical Date Action Takes Inspector i i - - ELECTRICAL WORKPERNMAPPLICATION -2163 �a F Installation description Job w red by �Electrlcal Contractor ❑Owner �Commercld O Residential Electrical contractor name License number Date Expires *New ❑Altered/Additlon 'r N E o �l 1 Purchaser Is mailing address `�Br�OfO Y�S�a�� ��0/dE 1 �C.rNfdIC.K O J02, IIROJS LA/ 1 city State ZIP Iront1 <i.t �✓.� 9/�L 3 _ ���i.✓�, �l Telephone number PAX number 4S y3 S S -P if Premis&.4-re owo er's name r �7fD0 S� fT Address of Inspect) n /23. E 04RoAv'10' city d � Ari Phone number to schedule Inspection: Owner as defined by RCW,19.28.261:(I) Owner will occupy the structure dor two years aft this electrical permit Is finalized. (2) Owner it required to hire an electrical comracto i/above sold property is for sale, rent or lease. ❑ Cash ❑ Cheek# After read ing the above statement, I hereby certify that I am the owner of the above named Property or a licensed electrical contractor. I am making the electrical instal- }�Credlt Card Visa MasterCard Discover lation ar alteration in compliance with the electrical laws, N.E.C., RCW, Chapter 19 28, Wr,�C. Chapter 296-46R, The City of Port Angeles Municipal Code, and Card# Utility Sdeci Fications. Slg owner, electrical contractor or electrical administrator Expiration Date Inspections Date: 8 7-08 of card $ O Electrical Load Addltlons and or subtractions service information ❑ NO LAD CHANGES Q Base Oartl _KW Voltage ❑ Fuma�a _KW ❑ Overhead Service Phase❑ 1 ❑3 ❑ Heatump _Ton_LAR 13 Tamp Service Service Size: 13 Fan- all _KW El Service Feeder Size: SAME DAY INSPECTION CALL BEFORE 7:00 AM 360-417-4735 ROUGH-IN THERMOSTAT SERVICE APp aYpue Ap— pmveA�tl y Dam Appmvrd by FINAL DITCH FEEDER !I7 Dme A..-"6y D.m APpr..d By EDam Approved By Inspection Area,Building or Equipment Inspected Action Taken Electrical O ate Inspector I 06/18/ 007 16: 47 3604523498 OLYMPIC ELECTRIC RA GE 01 r �-10i1�t ELECTRICALWORKPERMTrAP.PLICATION ' Installation description Jab tatted by M E/lectrlcal Contractor O Owner Commercial O ReafdentJal Ucense number Date Expires New D Altetzd/Addldon Electrical aontraetor name OA`s" p�tt mailing address .�' r city Braine ZtP Telephond number PAX number Premised owner's name Address of oapeello¢ - /.�f F40H� s cl,y Phone n¢mber to schedule lasaeetlent or two Owner mi daffeed by RCW)9,28.761:(1J Oa'"nOnn,A4 eNqJ�°o him mr electrical yaea gilds th4 cl«vlm!peradr.Ujilnaloed(2J own 13 cash Cl Check# contractor 11,shoe said property tr far rola, rens or bare After tesd{ng Ws%be"statement,I hereby cetyl -that 1 a ng ormer of the above UC,edit Card vim Mastercard Discover named property or a lioenaed electrical eotdraetor. I am making the slLCW.al chapter lido¢of alteration in:compliance with the electrical laws,N.E.C.,ItCW. Cheater —�-- _ ]g18,rflAC. Chapter t9"B,The City or Port Angela Municipal Code,and Cdrd# 1111 1 11 Utility $pecifioe6add. ExpirationDeta 1¢speenen ere signature of ear,electrical contractor or electrical adAdair r of card X ` Date: ' ' 7 c,�le� v>m align — od Addltlona and or atlbtraoSlGnB '' ''•• //'' --g Meg 5-NO LOAD CHANGES Vohage L, L O Baseboard —KW Cl Overhead Service Phase O 9 ❑ Purhacts KEN % amp ServiceServhQ SIU .20-0— O Heel Pump _Ton LAR `(O Underground Service Feeder SUe: C1Fdr-Well —KW SAME DAY INSPECTION CALL BEFORE 7:00 AM 360417-4735 SERVICE ROUGR4 V 7WYMOSTAT DM ny`p,arm y� Mrc — FEMER DITCR ->r�'/ Opt nese e Prover Electrical 'InspectionArea,Building orPqulpmed lnVoctod Action'hke¢ Inrpeear Date 9J �y JUN 0 2007 UM DEPT. 2009-1237992 Page 1 of 1 Protct Covenant Port Angeles City Of Clallam County Washington 06/05/2009 09 44 04 AM When recorded return to Bill �"� � � • �� ",1#1 KAF-i 11111 City of Port Angeles DCED e a��( `�I P.O. Box 1150 > �� U '� pN o Port Angeles, WA 98362 ` �� Z 2 � ` 0� oo� ZONING LOT COVENANT The CLALLAM COUNTY TRANSIT AUTHORITY being the undersigned owner of the following described properties Parcels #063000509020 0630005000030 063000500050;06.3000500060 063000500062, 0630005000430 and 0630005000460 commonly identified as.115 123 and 125 East Front Street. do hereby covenant that said property shall be designated as one zoning lot as defined in..Section 17 08 130 `Z" of the Port Angeles Municipal Code This covenant creates one inseparable building lot which may my be removed through compliance with Chapter 58 17 RCW (subdivision regulations) and/or the City of Port Angeles short subdivision regulations (Ordinance No 2222, as amended) This covenant shall be binding on the owner heirs, assigns, and successors in interest and shall be filed with the County Auditor's Office This covenant is for the mutual benefit of said owners, heirs, assigns, and successors in interest and is for the further purpose of compliance with state and local land use and building regulations. This covenant may be enforced by inunction or other lawful procedure and covenant by the recovery of any damages resulting from non compliance DATED this day of --1-r 20 Of Print Name Xe� &vim iral J"20 fl / ,/'Signature) Phone 5&o- 4/s t -:3 STATE OF WASHINGTON) ss COUNTY OF CLALLAM ) I �_ /'ix i_ // >°/ -Notary Public in and for the State of Washington,do hereby certify that on this y! da of' v� 200 personally appeared before me �'/p y W-P known to me to be the individuals)described in and who executed the kithin instrument and acknowledged that ( ( signed and sealed the same as 40 free and voluntary act and deed for the purposes herein mentioned c� GIVEN UNDER 4YIiAE f7 ANT 0Fj:Il✓IAJ_ SEAL this _�day of 20�1 N AiZdUBLIC m /c' For the State of C k✓n,f-i rton resid ng at Pu ,geles. j (11/24/2009) Linda Pangrle RE. Geographic ID for Property ID 80882 Page 1 From Jodoin Starla' <sjodoin@co clallam wa.us> To 'Linda Pangrle' <Lpangrle@cityofpa.us> Date 11/24/2009 2 14 PM Subject: RE. Geographic ID for Property ID 80882 063000500040 -Original Message- From Linda Pangrle [mailto Lpangrle@cityofpa.us] Sent: Tuesday November 24 2009 11 56 AM To Jodoin Starla Subject: Geographic ID for Property ID 80882 Hi Starla, What is the Geographic ID for Property ID 80882 (115 E. Front St. Clallam Transit System)? Please let me know as soon as possible Thanks Linda Pangrle Permit Technician City of Port Angeles 321 E. 5th St. Port Angeles WA 98362 360-417-4815 360-417-4711 FAX I pang rle@cityofpa.us Clallam County Assessor& Treasurer - Property Details - 80882 CLALLAM TRANSIT Page 1 of 3 Clallam County Assessor & Treasurer Property Search Results > 80882 CLALLAM TRANSIT SYSTEM for Year 2009 2010 Property- Account Property ID- 80882 Legal Description W 40' LT 2, LTS 3-5 E 1/2 LT 6 BLK 1 AND LT 2 SP V16 P30 Geographic ID- Agent Code Type Real Tax Area. 0010 PA 121 H2 L Land Use Code 97 Open Space. N DFL N Historic Property- N Remodel Property- N Multi-Family Redevelopment: N Location Address. 115 EAST FRONT STREET Mapsco PORT ANGELES WA 98362 Neighborhood Map ID- Neighborhood CD- Owner Name CLALLAM TRANSIT SYSTEM Owner ID- 18307 Mailing Address. 830 LAURIDSEN BLVD %Ownership 100 000,0000000% PORT ANGELES WA 98363 Exemptions. Taxes and Assessments Due Property Tax Information as of 11/24/2009 Amount Due if Paid on . Statement Taxing First Half Base Second Half Base Amount Year ID Jurisdiction Due Base Due Penalty Interest Paid Due NOTE If you plan to submit payment on a future date make sure you enter the date and RECALCULATE to obtain the correct total amount due Values (+)Improvement Homesite Value + $0 (+)Improvement Non-Homesite Value + $0 (+)Land Homesite Value + $0 (+)Land Non-Homesite Value- + $0 (+)Curr Use(HS)- + $0 $0 (+)Curr Use(NHS). + $0 $0 (_)Market Value = $0 (—)Productivity Loss — $0 (=)Subtotal: _ $0 (+)Senior Appraised Value + $0 (+)Non-Senior Appraised Value + $0 (_)Total Appraised Value. _ $0 (—)Senior Exemption Loss: — $0 (—) Exemption Loss. — $0 http.//vpn.clallam.net:8084/propertyaccess/Property.aspx?cid=0&year=2009&prop_id=8 11/24/2009 (6/15/2009) Linda Pangrle Gateway Pag' From Ken Dubuc To: UndaPangde Date: 6/15/2009226PM Subject: Gateway Linda Clearly mymemory isshot. Itwas November of2OO8when[fina|edthe FAsystem atGateway Thanks, ' Ken From UndaPangde To, Ken Dubuc Date: 4/20/30081'45PM Subject: Fire Alarm Permit #08'05 for 133 E Front St. (Int'1 Gateway Transit Cth Hi Ken, / I don't remember getting an answer from you regarding the below e-mail that I sent you on 03-17-09 Pleas�let me know when you did your final fire inspection approval nnpermit#O8'OS ' Thanks, Linda >»> Linda Pangdo]/17/ZOO9 1'43 PM p»> Hi Ken, DnHTE lsee that you approved afinal fiesprinkler(permit#V8-34)inspection onlO'17'VO. How about the fire alarm permit#O0' 057 Please let moknow when you did your Mna|fire approval onpermit#O8'O5 Thanks, Linda v\ L \"\Y� v `- ,*,m- ` p . � When recorded return to E C Ep � VV i City of Port Angeles DCED , P.O. Box 11.50 JUN — 4 1009 Port Angeles, WA 98362 DepTof�CoF P mmOunRT,tyANity.®0`,e I ZONING LOT COVENANT The CLALLAM COUNTY TRANSIT AUTHORITY, being the undersigned owner of the following described properties. Parcels#063000509020, 0630005000030, 063000500050,063000500060, 063000500062, 0630005000430, and 0630005000460, commonly identified as 115 123 and 125 East Front Street. do hereby covenant that said property shall be designated as one zoning lot as defined in Section 17 08 130 "Z"of the Port Angeles Municipal Code. This covenant creates one inseparable building lot which may only be removed through compliance with Chapter 58 17 RCW (subdivision regulations) and/or the City of Port Angeles short subdivision regulations (Ordinance No 2222, as amended) This covenant shall be binding on the owner heirs, assigns, and successors in interest and shall be filed with the County Auditor's Office. This covenant is for the mutual benefit of said owners, heirs, assigns, and successors in interest and is for the further purpose of compliance with state and local land use and building regulations. This covenant may be enforced by injunction or other lawful procedure and covenant by the recovery of any damages resulting from non compliance. DATED this V�5 day of ---�rt4)qe' ,20_�2L tQ . Print Name: _le"r r� � �'-� 60K vd 111a n��ey' a'Signature) 1 Phone ;3&O - lk5o-- 3/s STATE OF WASHINGTON) ss COUNTY OF CLALLAM ) I, >°i Notary Public in and for the State of Washington,do hereby certify tha on this '`/ da of 2002,personally appeared before me 7 �P known to me to be the individual(s)described in and who executed theAthin instrument and acknowledged that (P signed and sealed the same as free and voluntary act aniq decd far,-the purposes herein mention GIVEN UNDER MTVA I-D;f N-D": 'F' IAL SEAL this D—day of 20 b er a 1'ARY UBLIC in and for the State of Washi ton residing at Port Angeles. L• /� r, Gateway Parking Stall Count Area Type Number Plaza Free 3 Hour 16 Permit 37 Handicap Standard 4 Handicap Van 2 Sub-Total 59 West Garage Lower Long Term 58 Upper Long Term 32 Permit 10 Free 3 Hour 16 Sub-Total 116 On-Street,Parking Handicap 2 TOTAL Stalls 177 S8 3-0. 9,-O. 9'-0' STAIR ST1 STAIR 10 i --- - __•� --- - -- ---I i RISER RM I D T/SLAB EL 17-1 �TYP. S8 I PGot © -------- ------- — — I 1 I I C ___________________ I ----------------- -------- -- ------------------ __---- - -------- --------- ----------------- __ J L < _______________ ____________ __ 1 Tip ----Z-----J---- -------- I- -------- --- -------- - `'S ��----- -- - ' $9 ------- -------- J I I I I I I - 5 AT�8 i %I�I I i•`� `- e � _J 5' :iLAB E :NF i I I = TRENCH DRAIN 4 II I } S5 30 STALLS ®9'-0' _ $qT,r, 4 II I I N O •,. ,?, _ — i EST PARKING GARAGE -"- Al Al Al Al 1 SLOPE _ LOWER.LEVEL q1 Al CA� PGt 30 STALLS A 9'-0" C UPNARCUND I I SLAB SAW-CU r JOINTS - I I I I ill - - _ - I I N 3 RIM EL i = r � 2a• r.� I I I L'I Ft'!• y I I I I I I I -- - 1 li I I I mss . I _n J L --- - ------- -------- -------- ------------- 1 i I 1 ------ ..J Ij L ____J I ------- - _ L __�_____ __ --------___-____ __ _____________------------- 10 __ _______ I — _ - ------------- -- - -------- -----L - ---- ------- ------ ------ ------- -- -- ----- -- ` _ L 'I C' _ --=--- --------------------- --------------------- 59 ----------------- --------.-- ----- ------------ -------- - SIM 7 ------------- --------------- --- I - C ___-- © ___ © PART PLAN 'B" 8 .+rr: PART PLAN A PART PLAN 'C' I 58 s9 i.,4�'``. si , , \PAR7 PLAN 'D' r�:.`.,�,.�3Jwi,f�:ta�,tF4,� 9'-0 ou 'LAN - l �C �S . ° f IN ACCORDANCE WITH "' - o Pte► �- Few f looms r 3 au rWeS� � K � I 290'-3' 36'-0' I 36'-0' 17'-5' 20'-10' 36'-0' 36'-0' 36'-0' 36'-0* uj I I uj a I I o I I I 1 I I • I � w I T/SLAB R. 27'-10' STAIR I NOTE 3 _� o ' CLOSJRE ------- .- - c�1 In I o N I I CLOSURE -- _ i �_� G_._ - I .-_..V � �J1 /]� --_- (Qj I I i 1 I I I It�ll ; 1 I ; I I I _.-_ I �•J� I 1 1 rl ® I +I I II 11 -V_-__ 1 1 1T II'II �tv I I \J 1 I ILII 'll it I I I 1 r. 11•"+1 I 11 1 1 I I III I.I < ;i� 1I, III III I� III III I i I I I w III I I�I 1'I I I I 1 1 I I --- I I I " I I I I I I III III I I 4 I I I I I•I I I I. I I I I I I I i l; I ' r, t l 1 1 iIi I I I I 1 - r •L..' I © II, 1 1 III 11 II1 1 1 III 17 I 17 I I \ 1 1 MVT. SLAB 17u1 F'1II114D I I 1 1 I I I I S7O6�PT. SLABiiii VARIES SLOPE;L'� FF=VARIES i i i i I I I i i — l i III © I F—L-a -WEST U PERI LE*IRAGE i i — — I ti l i C' III Qp I I I I i i p 1 - j S7 I 1 1 1 I•I I I I I , I I - I I II III I I I j I j �. I ; 1 I � ' I I \ I I 1 1 I I IT, I� ' � 1�• I iIi �t ; ; I I i i ,�u. i i SHs IW i i i i i i _ 1 1 I ; � III � ;II I M Lj IOI I � Y ®I ; N , ST RMI 1 O o. I hp NOTE 4 NOTE 4 I T/�qB p I RIMEL /T/SLAB EL 26'-9' _ 26'-8' T/_CURB EL 26 912' / ,t-... --'�- -- _ _•� •iy.r>'�„fit rI; ,A,T I 1 I I I 20'-0' 1 - A, 1 I I 20.-0. 2a © I^ c 0 0 N ---- -1-_ _-- _ - I ------_- -- --- --_ --_ - ®� ^ 1t BUILDING M WAY I I iI MING BUILDING m 1 I I F TWO WAY 1 r-r W 1 -75 1 I J V I M 1 1 2'-0' L 22'-3' $STRIPM,TYP J Aw VATOR --- ENT ROOM UP o NO) II 13 19 -� '© oW`r tB S E M UN iA 3-STALLS®_s eiocraMCAL RAs A0.05 �j6VAN ACCESSIBLE ` `: OUITLIKE I %H-� niiinnnmnnbI� , , PLAZA ABOVE OPEN TO 20'-8' 9--a- ABOVE I r 7'-a' 7'-' ' 3 _ Fx 30 0000�0000000o i eta'-o. .-0. o I � I co v / r q 4 A --_-_---_- _—_— -�.0 9NfWm f ------- -— I -_--- -fie-- -_� - --� / Hyo a COLUMN �j 111 ��� /��py 24'-0' z' 24'-0' ' MONK I • I M TO O P.T.DECIQ. N { 7. NR J 7 NR - F-��(It SERRM 5A O Sot3 STOR RM -—-—- ERD ® E ECT4 STALLS 0 10'-0' - 4 STALLS 0 10'-0' -7-71 1 EWRNG WALL ALONG FRONT STREET I I I 1 I I I 1 33'-4' 1 59'-4' 54'-10" 274'-0" to Atm 1 C� � I 4) V P"D u 1 14 I6 (6/16/2009) Linda Pangrle The Gateway two certificates of occupancy, Page 1 From Linda Pangrle To tweed@clallamtransit.com Date- 6/16/2009 8 41 AM Subject: The Gateway two certificates of occupancy Attachments: The Gateway Two Certificates of Occupancy pdf CC: Nathan West Hi Terry Per our phone call,attached are copies of the Certificates of Occupancy for The Gateway As you requested,I will mail you the originals. I'm sure The Gateway facility will be useful to many people for many years. Congratulations on completing it. Linda Pangrle Permit Technician City of Port Angeles 321 E. 5th St. Port Angeles,WA 98362 360-417-4815 360-417-4711 FAX Ipangrle@cityofpa.us rr CERT PIANCY y ,,A y'd'f"P' ort Angeles. - `BluildilnD 'sion. This certifzcate:-is'lssue pqi atztk4q_the,requiremenis.vf Section II O:of'fhe 20 International Building Code certing'that at the t e,of zsuazice t7�rsszructure was in.conliance with.the v zous ordinanc�s..ofthe City fregulating buildingc nsrutznaraorcuirtg.. fti , P Business name The,''Ga`feway-l",t Msit,,0ffV e / Paui h,en,„/�Ur,0,66i nd Parking; Business address 123_F Front St. (.OAwr�er, lallam:Tr sit System) er s "� 'Property ownOallam Tra'nst S� stem A � , Property owner s: esi' ” 830 W Laiilee�iB`frF?cxrtAigl'es'ti*W r 98363 Automatic fire..spri 10t; tem RequiredWin- w, r., Use &occupancy cZ ass at16n. Business Assern,bl /=.;Sto.ra. e ` Buildzizg permit nunz er 0.6 n ' Type of construction r _ Occupant load. 3 �, - -_ a. `r 06-16-09 xSue- t 6 Mager Date Post on the premises in a conspicuous €dace. Th sfieafe s'haii not be removed except by the Builujng Officia — < , ,._ e ' -o7 ECEHE RT NGELFS O � JUN t 0 2009 w. CITY OF PORT ANG ELES W A S H I N G T O N U S A Dept.of Community Development PUBLIC WORKS & UTILITIES DEPARTMENT Date June 10, 2009 To Nathan West, Building Offi ial From. Jim Mahlum, Civil Engine Subject Building Inspector's Final Inspection for Gateway An inspection was preformed by Jim Lierly on 6/05/09 and the following are required before a final inspect can be approved Comments and corrections are included in bold letters and the attachments. 1-A copy of the third party special inspection report of the wall, located under PB3 beam shall be required specifying test strength and conformance with engineer design A copy of the inspection report is attached with email correspondence,from the Engineer of Record,approving substitution material Although the cylinders have not fully met the required 4000 psi strength as of today, it is expected to reach that around the 12 to 14 day mark. I have attached a graph of indicating the normal curve and shown what the current testing is today 2 A copy of the testing report for the exhaust fan in the lower parking area of the plaza Stating that it meets or exceeds the rates specified in the 2003 IBC. A copy of the testing report and letter is attached. 3- Provide the for ADA provisions for ANSI 117 and chapter 11 of the 2003 IBC. Signs shall include tactile, color contrast and location height as per code. The Building department is not required to regulate Federal ADA rules. However I must inform you that you are responsible for the provisions of the ADA Federal regulations. If you would like i can meet with someone on site to more clearly demonstrate the code requirements As per Jim Lierly's email (attached) the signage is up to code. The only issue is the fountain. As the attached email indicates it does meet ADA standards but not the standing person standard. The question that Public Works has are: 1. is the fountain a requirement? 2. can it be signed as ADA accessible only? The Public Works is willing and committed to make this compliant to the building codes. 4- Sand bags located at the rear entrance for the Harbor Town Mall?? Is there a flooding or water problem? In commercial construction, site water cannot flow from private property onto another Provide means for N\PROJECTS\97 20 Gateway\25 Close Out\Building Inspector's requested Reports.doc water to flow into proper storm drainage. The sand bags were not placed by the Gateway project, but by the owners of the Harbor Town Mall. There is a flooding problem, at times, but the water comes FROM the Harbor Town Mall, NOT from the Gateway project. This has been an on going issue by the owners of the Harbor Town Mall which Bob Coons has tried to address with them. Any flooding issue is NOT caused by the Gateway project. 5-The electrical panels in the lower garage have no impact protection This is required for all service panels, meter base and appliances. Bollards will be installed by our street crews with approval by Trent Peppard. NAPROJECTSM 20 Gateway\25 Close Out\Building Inspector's requested Reports.doc ;'(6/1'0/2069)Jim Mahlum Meeting for the correction items Page 1 a From James Lierly To: Glenn Cutler; Jim Mahlum, Nathan West; Sue Roberds Date: 6/10/2009 9 52 AM Subject: Meeting for the correction items Attachments: imagesJpg Jim,thank you for your time this morning. Here is the details you requested.Also i have received my interpretation for the call buttons outside the elevator car They do not need the tactile signage.The code does not differentiate from the two locations but i have received the clarification for this item.The Drinking fountain details are as below and a photo has been attached. 602 Drinking Fountains 602.4 Spout Outlet Height.Spout outlets of wheelchair accessible drinking fountains shall be 36 inches(915 mm) maximum above the floor Spout outlets of drinking fountains for standing persons shall be 38 inches(965 mm) minimum and 43 inches(1090 mm) maximum above the floor Jim Lierly Building Inspector City of Port angeles 360-417-4816 jlierly@cityofpa.us Strength of Cylinders 6000 w�"w ,.,��� F a �'�> t "�# "."��` "i rt j .,�..�«��^�� ;�.,."fit `+' •�"�~r "'� �:"• sx:.'E�; y jp >. w._ 'a:� .t�,p.� .... s: - ''"':y;. ,ani �..,_. x5000 ... OR 11 010 An, rpt'=-_ 3�. '.'�-,��.�:y `�' .`�,; ''�;. �`�',� �liz>v.;•.. �.ti,:,' ,`�, .�`_ "' ��:�� ..�.,,� - .r a� 4000 �r$ .:may r;z%n` - O_ 3000- - '�1".x6 r�"' `,'•s�:- ' - � - ,\\��`• r '�:-kc�u v"��.s- ;s°lh, +,:i�, 'za'a`•,�`prlc:' '�, .a,r,.�Y,`„�.''s."s<�`,,' y '>":`•"p.''d''`.t��".'h 1ry'a� :?t. 5:t ,:. en th of Cylinderslinders ' 4. O 2000 .. ;� ciL µ" V Yt 9 key two,* - - o . z �y� ;ry ';'s :rl';sa., ax,,... -,., s::�,i„' :. �t•' ::;:�, "�% .., ':�j.��v�.e .:a. :�.,a„t<. 1000 ., . , : MR rp Number of Days I(6/9/2009) Nathan West Final inspectiori for theYGateway Plaza and garage below _ PageT1� From James Lierly To: Glenn Cutler; Jim Mahlum, Nathan West; Sue Roberds Date: 6/8/2009 1 57 PM Subject: Final inspection for the Gateway Plaza and garage below An inspection was preformed on 6/05/09 and the following are required before a final inspect can be approved. 1-A copy of the third party special inspection report of the wall, located under PB3 beam shall be required specifying test strength and conformance with engineer design. 2-A copy of the testing report for the exhaust fan in the lower parking area of the plaza. Stating that it meets or exceeds the rates specified in the 2003 IBC. 3- Provide the for ADA provisions for ANSI 117 and chapter 11 of the 2003 IBC. Signs shall include tactile,color contrast and location height as per code.The Building department is not required to regulate Federal ADA rules. However I must inform you that you are responsible for the provisions of the ADA Federal regulations. If you would like i can meet with someone on site to more clearly demonstrate the code requirements 4- Sand bags located at the rear entrance for the Harbor Town Mall?? Is there a flooding or water problem? In commercial construction,site water cannot flow from private property onto another Provide means for water to flow into proper storm drainage. 5-The electrical panels in the lower garage have no impact protection.This is required for all service panels, meter base and appliances. Jim Lierly Building Inspector City of Port angeles 360-417-4816 jlierly@cityofpa.us PREPARED 6/05/09 8 59 21 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 6/05/09 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PRIMO CONSTRUCTION INC PHONE (360) 683 5447 OWNER Clallam Transit System PHONE (360) 452 1315 r c.J� PARCEL 06 30 00 5 0 0043 0000 r) "-- APPL NUMBER 06 00001042 COMM NEW CONST `� REQUESTED INSP DESCRIPTION IIF ✓ ,—�?/S &L/ T �2 • TYP/SQ COMPLETED RESULT RESULTS/COMMENTS provide access to remove hvac/roof access ladder sprinkler is in the way of using ladder safely BLI 01 6/13/08 JLL BLDG INSULATION 6/13/08 AP June 13 2008 8 57 31 AM 1pangrle RANDY 461 1391 'EXTERIOR INSULATION' (� June 13 2008 4 19 05 PM jlierly to BL3 02 6/13/08 JLL BLDG FRAMING 6/13/08 AP June 16 2008 5 33 14 PM 1pangrle FRAMING June 16 2008 5 34 14 PM 1pangrle BLCG O1 7/30/08 JLL BLDG CEILING GRID _7►'11Yf/�,(, y 'a�J1 7/31/08 AP July 30 2008 8 45 35 AM 1pangrle `���'Y - ,/ •� RANDY 461 1391 rr CEILING GRID July 31 2008 8 26 20 AM jlierly PW99 01 3/27/09 RV PUBLIC WORKS FINAL C 3/27/09 AP March 27 2009 3 35 12 PM rvess �• March 27 2009 3 35 32 PM rvess �7�ryJe BL99 01 6/05/09 BLDG FINAL — June 5 2009 8 50 39 AM 1pangrle Ys/v NATHAN WEST BLDG FINAL MAIN BUILDING PERMIT ME 00 MECHANICAL PERMIT , �T REQUESTED INSP DESCRIPTION // V TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ME1 D1 6/13/08 JLL MECHANICAL ROUGH IN 6/13/08 AP June 16 2008 5 33 39 PM 1pangrle !� MECHANICAL ROUGH IN June 16 2008 5 34 37 PM 1pangrle ME99 01 6/05/09 L MECHANICAL FINAL June 5 2009 8 53 19 AM 1pangrle NATHAN WEST MECHANICAL FINAL MAIN BUILDING _7 PERMIT PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION /J����/ R.,/'�yr• ©�i/y+ /J _ J C �r/�a TYP/SQ COMPLETED RESULT RESULTS/COMMENTS PL1 01 2/29/08 JLL PLUMBING UNDER SLAB TIME 01 00 2/29/08 AP February 29 2006 8 52 24 AM 1pangrle �nA RANDY 461 1391 ►�L- UNDERGROUND PLUMBING AFTERNOON February 29 2008 4 14 16 PM jlierly PL2 01 6/04/08 JLL PLUMBING ROUGH IN 6/04/08 AP June 4 2008 8 18 31 AM 1pangrle / TODD 301 9945 �.1/.�1/��Y__r�)�f�J ROUGH IN PLUMBING ON THE PLAZA BLDG CONTINUED ONTO NEXT PAGE S> PREPARED 6/05/09 8 59 21 INSPECTION TICKET PAGE 3 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 6/05/09 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PRIMO CONSTRUCTION INC PHONE (360) 683 5447 OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS INSPECT ASAP (THE WORKERS LEAVE AT 3 00 PM) June 4 2008 3 45 12 PM jlierly PL99 01 6/05/09 PLUMBING FINAL N June 5 2009 8 53 56 AM 1pangrle NATHAN WEST PLUMBING FINAL MAIN BUILDING COMMENTS AND NOTES PREPARED 6/05/09 8 59 21 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 6/05/09 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PRIMO CONSTRUCTION INC PHONE (360) 683 5447 OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST PERMIT BPC 00 BUILDING PERMIT COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS BLHD 01 4/15/08 JLL BLDG FRAMING HOLD DOWNS TIME 01 00 4/15/08 DA April 14 2008 4 59 32 PM 1pangrle TOM (CONSULTING ENGINEER) 360 915 4149 HOLD DOWNS TRANSIT BLDG AFTERNOON PLEASE CALL HIM 30 MINUTES BEFORE YOU GET THERE SO HE CAN MEET YOU THERE April 15 2008 4 27 32 PM jlierly missing hold down/verify with engineer the change in type of hold down/missing nailsin shear/ washer required on sill plates per code/jll BL9 01 4/15/08 JLL BLDG SHEARWALL TIME 01 00 4/15/08 DA April 14 2008 5 01 27 PM 1pangrle TOM (CONSULTING ENGINEER) 360 915 4149 SHEARWALL NAILING TRANSIT BLDG AFTERNOON PLEASE CALL HIM 30 MINUTES BEFORE YOU GET THERE SO HE CAN MEET YOU THERE April 15 2008 4 27 32 PM jlierly missing hold down/verify with engineer the change in type of hold down/missing nailsin shear/ washer required on sill plates per code/jll BLHD 02 4/24/08 JLL BLDG FRAMING HOLD DOWNS TIME 01 00 4/24/08 DA April 24 2008 8 32 29 AM 1pangrle RANDY 461 1391 HOLD DOWNS AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE April 24 2008 3 36 07 PM jlierly eng to approve change for different holddowns actually used/jll BL8 01 4/24/08 JLL BLDG ROOF SHEETING TIME 01 00 4/24/08 AP April 24 2008 8 36 20 AM 1pangrle RANDY 461 1391 ROOF NAILING & HARDWARE AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE April 24 2008 3 37 00 PM jlierly BL9 02 4/24/08 JLL BLDG SHEARWALL TIME 01 00 4/24/08 AP April 24 2008 8 34 44 AM 1pangrle RANDY 461 1391 SHEARWALL AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE April 24 2008 3 37 07 PM jlierly BL3 01 6/10/08 JLL BLDG FRAMING 6/10/08 AE June 9 2008 3 08 18 PM 1pangrle RANDY 461 1391 FRAMING TRANSIT BLDG June 10 2008 5 05 13 PM jlierly CONTINUED ONTO NEXT PAGE (6/4/2009) Linda Pangrle Fwd Gateway Pavilion Page 1 1 From. Nathan West To: Linda Pangrle Date: 6/4/2009 3 00 PM Subject: Fwd Gateway Pavilion CC Glenn Cutler Linda, Please schedule. Thanks Nathan >>> Glenn Cutler 6/4/2009 2.58 PM >>> Nathan, Request final inspection for the Gateway Pavilion. The repair on the east wall under PB3 is almost complete. I desire to have the ability to open the pavilion and east garage to the general public soonest. I realize that only a temporary occupancy permit will be issued. Thx. Glenn ,i lw� Northwestern Territories,Inc. JOB CONSTRUCTION 717 S. PEABODY PORT ANGELES,WA 98362 REPORT Engineers,Land Surveyors, Geologists DATE. 6/2/2009 (360) 452-8491 Fax(360)452-8498 Project: The Gateway Project Client: City of Port Angeles Contractor- Pnmo Superintendent: Roland Ordona Inspector Requested By- Jim Mallum Inspector• Shawn West Weather- Clear Inspector Arrived. 9.00 AM Inspector Departed. 10.05 AM JOB # PRTA-0701 Remarks. I arrived on site to observe placement and test concrete in the wall form placed over the concrete wall in the parking garage. Concrete truck and pumper were in place upon my arrival Slump was recorded at 6 1/2" Concrete mix was M4060SP, 4000 PSI-SUP, and Air Admix included Polyheed(water reducer), and FC 3000 (water reducer) 4 cylinders were cast and left on-site for initial cure Break schedule will be 3, 7, 28, and 28 days. Nothing Follows. • NTI MATERIAL TESTING LABORATORY COMPRESSIVE STRENGTH TEST 717 S Peabody Port Angeles WA 98362 Specimen Transmittal &Test Results Form 360-452-8491 Fax: 360-452-8498 1 Material Type Concrete ❑ Mortar ❑ Grout Client: City of PA 2 Number of Specimens 4 Project: Gateway 3 Testing Sequence Requested (days after casting) BILLING INFORMATION ❑Standard A ❑ Standard B l] Standard C ■ Other(Specify) 7,28,28, Hold 7,28,28 28,28 3 7,28,28 ❑ Lab Account# 4 Date Cast: 6/2/2009 5 Cast By* SRW IN Project Account ID PRTA-0701 Project Manager Jim Mahlum 6 Material Supplied by- Fred Hill Materials Email- 9mahlum(a)_cityofpa.us 7 Contractor- Primo Phone 360-417-4701 Fax: 360-417-4709 18 Date Rec'd in Lab 6/3/09 9 Rec'd by- SRW MATERIAL SPECIFICATIONS W/C RATIO SLUMP AIR ENTRAINMENT TEMPERATURE UNIT WEIGHT DESIGN 035 ACTUAL 6 1/2' NT 62 deg F NT Required Compressive Strength 4000 @ 28 days See attached or info for blank fields int is COMPONENTS/MISCELLANEOUS section Concrete Mix: M4060SP No. of Sacks/CY Load Size 3 c.y Aggregate- Cement Admix Water C200- 4240 lbs C250- 1680 lbs A340- 134 oz B285 C210- N/A C260- N/A A345 45 oz C220- 5600 lbs A350- 5 oz W/C Ratio 035 Location of Placement: Wall Form in lower garage Ticket ID, 13830 Ticket#- 17649 Customer#• 2103 Truck#• 73 Driver- Ruby Matt Weather- Clear Temperature 54 deg F Specimen Control# 1336 TEST RESULTS (TO BE FILLED OUT BY NTI PERSONNEL ONLY) Specimen Specimen Test @ Date Tested Break Total Unit Load # Type Days Tested By Cap Type Load Area PSI A 4x8 3 6/5/2009 SRW N 4 32140 1256 2559 B 48 7 6/9/2009 SRW N 5 42050 12.56 3348 C 48 28 6/30/2009 1256 0 D 48 28 6/30/2009 12.56 0 Comments about breaks: ilk AAsd dlaMATEMALS, WC 13830 POULSBO-(360)779-4431 PT TOWNSEND:(360)385-4100 SEQUIM:(360)683-7977 BAINBRIDGE.(206)842-6100 BREMERTON:(360)674-3131 OFFICE TOLL FREE:1-800-422-5010 www.fredhillmaterials.com ------------ WATER ADDED AT Concrete Tested El Yes 0 No LOT# CUSTOMER'S REQUEST DELIVERY TiCKET Cylinders Taken []Yes r_1 No gals.to full load Remittance Address gals.to%load Comments Fred Hill Materials, Inc. Sig.of Rec.-Water Added Poulsbo,WA 98370 NOT RESPONSIBLE IRRITATION TO THE SKIN AND EYES ADDITIONAL WATER ADDED TO THIS MINUTES PER YARD FOR VARIATION IN cement Polyme freshlyknit ad rote gr ut o morta may u ski CONCRETE WILL REDUCE ITS FREE UNLOADING TIME njury.AV id ntact with s i nd wash xposed skin promptly with COLOR OR SURFACE -ate if ny cement powde mixtu gets into eye ,,, immediately STRENGTH.ANY WATER ADDED IS AT ALLOWED Additional unload- and ei�eatedly with wate and get prompt medical art Keep childr ing time charge at current DISCOLORATION way rorn all tr shly mi ad ement products SEE BACK CUSTOMER'S OWN RISK. hourly truck rate. LOAD +O-JOB ON'JO6" BEGIN 006R FINISH POUR +O'PLANT -IN YARD ISH 'PL7ANT ORbERr* TICKET# MX, U SL.MP USE USE DATE 0E J 1j 3 CUSTOMER# CUSTOMER NAME ORDERED BY 'TAX P.O.' PROJECT#, IN JOB ADDRESS 9 TRUCK, bR�. IVE,A SPACING INSTRUCTIONS TIME DUE SIGNATURE OF RECEIPT-CONCRIETE AND ACKNOWLEDGEMENT OF HAZARD WARNING FRED HILL MATERIALS,INC.will not assume liability for any property da ma a or SUB TOTAL any equipment damage for any deliveries beyond the curb line. TAX AUTHORIZED BY SHIPMENT SUBJECT TO CONDITIONS ON REVERSE SIDE. TOTAL Aggregate Target ArtAal Status 14a it Admiu Tavge� Actual 18tatus Tare et `Wm9 +26u _b 4e. 4lb In f 5 0 In T l 5�t.A(A Im Tnl 0 =A H�*�� 1 °� u^ 1� + 1m To/ A345 45 o 4+ In Toi � rare rero -- - - - -- - - � a, � en Cement rarget Actua IF)tat� s - -- - - '- -�- Wate V T ot At_t`t'�4 �t -17, Tar * e/ a 8r'�W ba/ J.T) r� | � / P � -I n v^ W , *l 1 n�ed 1[M 09)Jim Mahlum RE PAIG Site Visit Report___ _ P___111 From <ab@brighteng com> To Jim Mahlum <Jmahlum@cityofpa us> Date 6/2/2009 9.49 AM Subject: RE. PAIG Site Visit Report Attachments. Masterflow 555 1.pdf- Masterflow 555 2.pdf CC James Dugan <JDugan @parametrix.com> 'Stan Cruse' <SCruse@parametr Stan For some reason 550 keeps popping out. I Here is the spec for Matereflow 555 and not 550 Ade Bright, PE, SE Bright Engineering Inc. -Original Message- From Jim Mahlum [mailto Jmahlum@cityofpa us] Sent: Monday June 01 2009 5 36 PM To ab@brighteng com Cc: James Dugan Stan Cruse, 'Roland Ordona' Subject: RE. PAIG Site Visit Report Ade Thank you for the response Port Angeles greatly appreciates it and now this loop is closed Jim >>> <ab@brighteng.com>6/1/2009 5 30 PM >>> Stan Yes it is Masterflow 555 and not 550 With regard to the facing wall concrete, it is ok to use 3/8' gravel and increase slump to 7' or so with the use of superplastizers Rolland called today stating that he ordered rebar based on drawings that did not show the DI pipe and therefore the Horizontal inside face bar are hooked on one end only It is ok to use bars with one hook but the hooked end are to be alternated Ade Bright, PE, SE Bright Engineering, Inc. -Original Message- From Stan Cruse [mailto SCruse@parametrix.com] Sent: Monday June 01 2009 3 32 PM To Bright Engineering Cc: James Dugan Subject: FW PAIG Site Visit Report Ade Can you help Jim with his last two items, slump and Masterflow I know you meant 555 but they have to be exact. Parametrix 40th Anniversary 1969-2009 inspired people inspired solutions making a difference [6/9,'2009)Jim Mahlum RE. PAIG Site Visit Report Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752 9862 fax: 253 752 9865 cell 360 710 6425 scruse@parametrix.com b Before printing please think green -Original Message- From James Dugan Sent: Monday June 01 2009 3:20 PM To Stan Cruse Subject: FW PAIG Site Visit Report Parametrix 40th Anniversary 1969-2009 inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager 2102 N Pearl Street, Suite#301 Tacoma, WA 98406 phone 253 752 9862 fax: 253 752 9865 cell 253.278.8105 jdugan@parametrix.com P Before printing, please think green -Original Message- From Jim Mahlum [mailto.Jmahlum@cityofpa.us] Sent: Saturday May 30 2009 9 40 AM To James Dugan Cc- Bright Engineering; Diane Lenius Subject: Re PAIG Site Visit Report Jim Thank you for the report I do appreciate it. There are two points that were not addressed from my earlier email the approval of the slump test and the clarification of the Masterflow I need this confirmation for closing the loop on our documentation and these have not been verified nor are they in the specifications or general notes The slump question was asked at the field visit so Ade should be able to confirm that one easily The Masterflow question was asked in an earlier email by Roland and the response was use Masterflow 550 which does not exist. Please verify that Ade meant Masterflow 555 which was asked for approval and does exist. I will expect the answer by 5 PM on Monday 6/1/2009 We are proceeding with the fix as the dowels have been inserted and patch has been applied Thanks Jim i(6%9F2009)Jim Mahlum RE mPAIG Site Visit Report µ.... Page 3`. >>>Stan Cruse <SCruse@parametrix.com> 5/29/2009 9 59 PM >>> Jim See attached Ade's site obsevations This will address your email confirmation request. Thank you Adel Parametrix inspired people* inspired solutions*making a difference Stanley C Cruse Corporate Architect phone 360 850 5313 fax: 360 479 5961 scruse@parametrix.com<mailto:scruse@parametrix.com> From Karen Fleming [kf@brighteng com] Sent: Friday May 29 2009 4.05 PM To Stan Cruse Subject: PAIG Site Visit Report Hi Stan * Please see the attached Site Visit Report of May 26 2009 prepared by Ade Bright on May 29 2009 Please contact me if you encounter any problems with the transmission of this document. Best regards Karen Fleming Bright Engineering Inc 1809 7th Avenue)Suite 1100 1 Seattle, WA 98101 T 206 625.3777 1 F 206 625 1851 1 www brighteng com<http.//www.brighteng.com/> BASF The Chemical Company PRODUCT DATA MASTERFLOW" 555 Se.mi-fluid,nonshrink mineral-aggregate grout Descirlptlon Features Benefits Mast~555 grout is a semi-fluid, and,good worift time Excellent handling and placing characterttics nonshrink mineral-aggregate grout.It Hardens free of bleeding,segregation, Ensures optimum performance in hardened state Is ideally suited for grouting machines or settlement-shrinkage or plates requiring optimum load- Pan be installed from'Sb 1:6 to Reduces dependence an w6aifie'r c6nd"' bearing support.It meets ASTM C Mons 1107 and CRD C 621 Grades B and C, Contains no Inorganic accelerators, Will not corrode reinforcing steel requirements at a semiziluid(30—40 Including chlorides or oftr salts second How)consistency over a temperature range of 50 to 85°F(10 to 29'C),and City of Los Angeles Where to Use 3. When dynamic,shear,or tensile forces are Research Report Number RR 23137 APPLICATION anticipated,concrete surfaces should be chipped with a'chisel-point'hammer,to a roughness of(plus a Where ease of placement of a semi-fluld.groul or minus)3/8'(10 mm).Verify the absence Yield with cost savings is desired of bruising following ICRI 03732 guidelines. One 60 111(22.7 kg)bag of a Where high one-day and later-age compressive 4. Concrete surfaces should be rough and saturated Masterfloe 555 grout mixed strengths are desired (pDrid"-with clean water for 24 hours just before with approximately 8.3 lbs(3.8 kg)or * Where nonshrink grouting must achieve ample grouting. 1.0 gallon(3.8 Q of water yields bearing for optimum load transfer 5. All freestanding water must be removed from the approximately 0.42 fit (0,012 m) Machinery and equipment---baseplates and foundation and boll holes Immediately before of grout, soloplates grouting. Water requirements may vary with Precast wall panels,beams,and columns & Anchor-bolt holes must be grouted and mixing efficiency and other variables. - Curtain walls,concrete systems,and other sufficlently set before the major portion of the Packaging structural and mtructural building members grout is placed. 50 lb(22.7 kg)multi-wall paper bags Anchor bolts,reinforcing bars,and dowel rods 7 Shade the foundation from summer sunlight 3,300 111(1,500 kg)bulk bags Grouting voids,rock pockets,and large cracks 24 hours before and 24 hours after grouting. Shoff Lffe Formin,g I year when property stored LOCATION 1 Forms should be liquid light and nonabsorbent. Storage * Interior or exterior Seal forms with putty,sealant,caulk,polyurethane Store In unopened bags in clean, loam. dry conditions. How to Apply 2. Moderately sized equipment should utilize a head Surface Preparation form sloped at 45 degrees to enhance the grout 1 Steel must be free of dirt,oil,grease,or other placement.A moveable head box may provide contaminants. additional head at minimum cost. 2. The surface to be grouted must be clean, 3, Side and end forms should be a minimum 1 saturated surface-dry(SSD),strong.and roughened (25 mm)distant horizontally from the object grouted to a CSP of 5—9 following ICRI Guideline 03732 to to permit expulsion of air and any remaining permit proper bud.For freshly placed concrete, saturation water as the grout is placed. consider using Liquid Surface Elchant(see product data sheet No.1020198)to achieve the required surface profile, M81 MW"&REPM PRC$V MTA MASM51 Nr'5w 2. The water demand will depend on mixing For Best Performance • Make certain the most current versions of efficiency and material and ambient temperatures. Hold a pre job conference with your local product data sheet and MSDS are being used: Use the minimum amount of water required to representative to plan the installation.Hid rail Customer Service(1-800-433-9517)to Hold achieve the necessary placement consistency. verify the most current versions. Recommended flow is 30—40 seconds or greater conferences as early as possible—before the using the ASTM C 939 Flow-Cone Method.Before installation of equipment,sole plates,or rall Proper application is theresponsibiiity,of the user. placing grout at ambient temperatures below 50°F mounts.Conferences are important for applying Meld visits by BASF personnel are for the purpose (10°C)and above 85°F(29°G),consult your BASF the-recommendations In this product data sheet of malting technical recommendations only and not representative. to a given project,and they help ensue a kir supervising or providing quality control on the 3. Moderate size batches of grout are-best mixed placement of highest quality and lowest cost. jobsite. in one or more clean mortar mixers.Large batches Masterfiowl 555 is not Intended for.use as a of grout are effectively,economically,and most floor topping or in large areas with exposed Health and Safety efficiently mixed in ready-mix trucks using 3,300 lb shoulders around baseplates.Where grout is MASTERFLOW9 555 (1,500 kg)bulk bags. exposed for shoulders,occasional hairline cracks WARNINGI may occur.Cracks may also occur near sharp C Ma grout a minimum of 3 minutes after all comers of the baseplate and�at anchor bolts. MasteMow6 555 contains silica,crystalline quartz; material and water are in mixer.Use mechanical These superficial cracks are usually caused by portland cement;calcium oxide;silica,amorphous. mixer only. temperature and moisture changesT that affect the Risks 5. Do riot mix more grout than can be placed in grout at exposed shoulders at a faster rate than Product Is alkaline on contact with water and may approximately 20 minutes or less,depending on the grout beneath the baseplate.They.do not cause injury to skin or eyes. ingestion or inhalation ambient,temperatures. affect the structural,nonshrin k,or vertical of dust may cause irritation. Contains small amount 6. Transport by wheelbarrow or buckets or pump support provided by-the grout if the foundation- of free respirable quartz which has been listed as a to the equipment being grouted-Mfnlmize the preparation,placing,and curing procedures are suspected.human carcinogen by NTP and IARC. transporting distance, properly carred out. Repeated or prolonged overexposure to free 7 Do not relemper grout by adding water. • Ambient and initial material temperature of C respirable quartz may..cause silicosis or other serious 8. For aggregate-extension guidelines,rotor to the grout should be in the range of 50to85°F and delayed-lung injury. Appendix A-10:Guide to Cemenhtious.Grculing. (10 to 29°C)for both mixing and placing.Ideally, prec"ons the amount of mixing water should be that Applicationthe to achieve a 30—40 second now Avoid contact with skin,eyes and clothing,Prevent 1 Place MasterfioxF 555 in a continuous inhalation of dust.Wash thoroughly after handling. pour. according to ASTM C 939(CRI)C 611)or stiffer. Keep container dosed when not in use. DO NOT Discard grout that becomes unworkable.Place grout For placement outside of 50 to 85°.F(10 to 29 take Internally. Use only with adequate ventilation. from one side to avoid entrapment of air.Make sure Q.contact your local BASF representative. Use Impervious gloves,on eye protection and If the TLV that the grout fills the entire space being grouted . Do not add plasticizers,accelerators,retarders,or and remains in contact with the plate throughout the other additives unless advised in writingBASF is exceeded o used a poorly ventilated arca,use grouting process.Straps may be used to move the � NIOStUtvtSHA approved respiratory protection In Technical Service. accordance with applicable Federal,state and local grout to ensure the entire space is filled.DD NOT , The water requirement may vary with mixing regulations. 2. VIBRATE. efficiency,temperature,and other variables. 2. Immediately after placement,Irm the surfaces Furst Aid with a trowel and cover the exposed grout with clean Minimum placement depth Is 1.5"(38 mm). In case of eye contact,flush thoroughly with water wet rags.(not burlap).Maintain moisture for For pours greater than 6"(152 mm)deep, for at least 15 minutes. In case of skin contact, 5—6 hours. consult your focal BASF representative for special wash affected areas with soap and water. If irritation 3. The grout should offer stiff resistance to precautions and installation procedures. persists,SEEK MEDICAL ATTENTION. Remove and penetration with a pointed mason's trowel before the • Use Masterfkwvt 816,Masteifiowa 1205,or wash contaminated clothing. if Inhalation causes grout forms are removed or excessive grout is cut MasterflowR 1341 post-tensloning cable grouts physical discomfort,remove to fresh air. If bac, when the grout will be in contact with steel discomfort persists or any breathing difficulty occurs 4. To further minimize the potential moisture loss stressed over 80,000 psi(550 MPa). or it swallowed,SEEK IMMEDIATE MEDICAL ATTENTIDN. within the grout,cure all exposed grout with an • Use Masterno w'928 grout for precision approved membrane curing compound(compliant applications requiring a fluid consistency with ASTM C 309 or preferably ASTM C 1315) (25—30 second flow according to ASTM C 939 immediately after the wet rags are removed. or CRD-C 611)with extended working lime over 5. Consult your BASF representative before placing a temperature range of 45 to 85°F(7 to 29°Q. lifts more than 6' (152 mm)in depth. Use F-robow`885 grout for precision applications requiring a fluid consistency(25—30 second flax according to ASTM C 93 or CRO C 611)with extended working Ume over a temperature range of 45 to 85°F(7 to 29°C)and dynamic bad- hearing support. NET PRO1EUG4 8 REPAIR R WJCT BAIA MAsfevtaw'bee Waste Disposal Method This product when discarded or disposed of is not listed as a hazardous waste in federal regulations. Dispose of In a landrill in accordance with Wal regulations. For additional information on personal protective equipment,first aid,arhi emergency procedures; refer to the product Material Safety Data Sheet (MSDS)on the job site or conlact the company at the address or phone numbers given below. Proposltion 65 This product contains material fisted by the State of Califomla as known to cause cancer,birth defects or other reproductive harm. VOC Cotderd 0 g&or 0 ibstgal less water and exempt'sobents. For medical emergencies only, call Chernitec(1-800-424-9300). r )BASF Conehuclfoo Chemical%LLC— LIM Wart NUT12 Fx,• wv.evn m .4P—,BASF eQC r)A31'i"5 Wn da Pavatan 56F P'Oa Cts e'.61 CH P w a[m U-.» M emrg E! 7a l.Y r ry UN pr 1'�f o•aWuivx[ti V.A. xtN <Pt- 40- nem p:vf�. -:.. 7W, rdor"Cu.sxx'i-ar,s.,R aeoPre ,;a:M�tm awyr ema:ce. ,I a:a�xn many 4-sre IBUUdIng a MA tl tts0 y, <a>xm l ,o tt aw MA:OS NO wMFnNir CP WAIWIiFF,WESS OR Wfto 10tdrlG'AARRAMBS'OF FWS5 MR R AFI: lUF AMGC tR 4(R;MAA'WF:UIY.FFSPEC''SIG I'"PH.'IO[TS Yd P.A4-A nm wr Mfre— —1—et' k�:yr -*g C ai, m- 1 re­: Rp- —0 o- he MY d. gl^e9*A: 1389 VaW Park Diff m sew�s+.au+au"I ra r z a4r a r a; am a UoEA :e 11 ka a w spa,m o v a� o f ps vo asRr r ao.wor ema x k.� x •rc- :tt ,axc•:Hr .A c^„Y PA51 le[r,.ni At w'k. lihakopee•MM,55379 mater xa ddFm eGetry asxoea mPw9ypFnut anamam+n woamx NasF rvm n a+r c'mwo:a rF.»,m.e,m vn 5 :* r m.a YAR;9E' 'fdt0ffiiYYDfo datl rideP aSt1'a!f'Kh+. g itf¢SS$yO;,6r 6A4 4Un; CCAS F!IOwAIp wN.W:yDFS 1N'[iN(T.FXFFCSS;,�a`R.IED :1u TFF .SCNWAVB i'44Y\Y.DUlldlf j$y51eRtS.t SF.COrTI oc FmtSv sUrap ,ta[tsi "e cA[u7+�wFE�aah Eu Slut[�F sasr[gt a,c raa[aa[a r:R:. ^.,¢: w�:la;.Tre ocucsFsrnr�mn LOR,0 R. IS)C ,YNNLR rmr�a� rvryYrtm.aaa+Fougaaeorky;a:m:trrav+�av�emvamrr�mxre+xA.Fnhoaaa•�+aans�e'umyalm roar+...e;.c za vs rmn+aSnzk PofartrwdFa M:ala+dd Aaot ,zear. ue.4lStm8ka;atazlymftafi3,'s�rrm,b e44Ai° 4mDaerk+�am+ iUEalRaq•ia U�+ata�.rl. xxnlEan• sten ra>i-.::.:.aV@arc c.�a,c�:Mc <mme.:l�s t:ueMmef Service 800-433-9517 .m u�am�w„a ry amc[a<[�•u rp,nomas vrtsu�mx�ra,�n fad:N. e§XC 7.+OT QT.CP fls.4 Technical Service 800-243.6739 ler prolonIMM use "for tale to or use by Um pmmal pubft m coxvw UP•IIabT oea Prete or uSA a mB1 PRaRCTIQN L REPAIR PRODUCT DATA MASnWUW666 Technical Data Composition Test Data Masterflow6 555 grout is a semi-liufd,nenshrink toREr ry _ _ HESE Ts W_ ' 7UST mineral aggregate grout Compresshe Strengft psi(MPa) d ASTM C 942.according to ASTM C 1107 Consistency Pllorw lztowasle` fluid' 1 day 4,200(29) 3,700(26) 3,000(21) 3 days 5,800(40) 4,500(31) 4,200(29) 7 days 7,300(50) 6,500(45) 6,000(41) 28 days 8,500(59) 7.500(52) 7.000(48) Volume Change ASTM C 1090 %Change of `X Regcdremerd maslernow•50 of ASTM C 1107 1 day >0 0.0-0.30 3 days 0.04 0.0—0.30 7 days 0.06 0.0-0.30 28 days 0.07 0.0-0.30 Sailing time,semi-fluid wrsisterx ASTM C 191 Anal set(lv:min) 6:00 '100—125%110W on flaw table ac=&V IoASTM C 230. '125-145%lbw m lbw Latae acc &V b ASTM C 230. 130—40 socmtds through DOW ame acmnratg to ASTM C 939 The above data vm devd/ped uider controlled labor"Condition.Properties in dre tido may vary.Expect reawrTable vadatiam ham ttBse results,deperi ft on Jobs to or tat anion m. Jobstte Ting If strength tests must be made at the*site,Use 2'(51 mm)metal cube molds as specified by ASTM C 942 or ASTM C 1107 DO NOT use cykWer molds or plastic cube molds.Control testing an the bass of the desired placing Consistency ranter Ron strictly on the water coNent. 4. Extend forms a minimum of 1 (25 mm)higher Temperature 3. When grouting al minimum temperatures, than the bottom of the equipment being grouted. 1 For rmashrink grouting,store and mix grout to be certain that foundation,plate,and grout 5. Leave a minimum of 2' (51 mm)between the produce the desired mixed grout temperature based temperatures do not fall below 50°F(10°C)until bearing plate and the form to allow for ease of upon ambient temperatures and tem a conditions. after final set Protect the grout from freezing placement (32°F or 0°C)until it has attained a compressive ti. A minimum of 1 (25 mm)clearance is required Recommended Temperature Guidelines strength of 3,000 psi(20.7 MPa)in accordance with for Nonshrink Smuting ASTM C 942 or ASTM C 1107 Mere the rout will be ed. _ , =r- , . �� 'r, 9 (..;. r� i Miring 7 Use sufficient bracing to prevent the grout from r .t p, 'I {; ' leaking or the farms from moving. 1 Master(W 555 grout should be mixed with a 8. Eliminate lar nonsu rout areas Foueodaton and plates 50 p0) 85(29) mechanical mixer for at least 3 minutes.For a semi- wherever possible. Mixing water 50(i0) &5(29)�' g fluid consistency,start with 8.3 lb(3.8 kg)or 1.0 gallon(3.8 L)per 50 Ib(22.7 kg)bag.(Use potable 9. Expansion joints may be necessary for both Graft at mixed and 5o(t0) 85(29) water onty.)Adjust mixing water,as needed,to indoor and outdoor Installation.Consult your local placed temperature establish a semi-fluid conslstemcy(30—40 seconds) BASF field representative for suggestions through a flow cone according to ASTM C 939/CRD and recommendations. C 611 Less mixing water will be 2. 11 temperature extremes are anticipated or if )• 9 required to achieve special placement procedures are planned,contact sfifter consistencies.Slowly add the dry grout to your local BASF representative for assistance. mixing water. ,f�6/9/2009)Jim Mahlum RE. PAIG Site VisitwF2eport From <ab@brighteng com> To Jim Mahlum <Jmahlum@cityofpa us> Date 6/2/2009 8 58 AM Subject: RE. PAIG Site Visit Report Attachments. Masterflow 550 1.pdf- Masterflow 550 2 pdf cc James Dugan <JDugan@parametrix.com> 'Stan Cruse <SCruse@parametr Jim FYI Here is the spec for Matereflow 550 Ade Bright, PE SE Bright Engineering Inc. -Original Message- From Jim Mahlum [mailto.Jmahlum@cityofpa us] Sent: Monday June 01 2009 5 36 PM To ab@brighteng.com Cc James Dugan Stan Cruse, 'Roland Ordona' Subject: RE PAIG Site Visit Report Ade, Thank you for the response Port Angeles greatly appreciates it and now this loop is closed Jim >>> <ab@brighteng com> 6/1/2009 5.30 PM >>> Stan, Yes, it is Masterflow 555 and not 550 With regard to the facing wall concrete, it is ok to use 3/8' gravel and increase slump to 7' or so with the use of superplastizers Rolland called today stating that he ordered rebar based on drawings that did not show the DI pipe and therefore the Horizontal inside face bar are hooked on one end only It is ok to use bars with one hook but the hooked end are to be alternated Ade Bright, PE, SE Bright Engineering, Inc. -Original Message- From Stan Cruse [mailto SCruse@parametrix.com] Sent: Monday June 01 2009 3.32 PM To Bright Engineering Cc: James Dugan Subject: FW PAIG Site Visit Report Ade Can you help Jim with his last two items slump and Masterflow I know you meant 555 but they have to be exact. Parametrix 40th Anniversary 1969-2009 inspired people inspired solutions making a difference (6/9%2009)Jim Mahlum RE. PAIL Site Visif Report - - - R -� Page 2� Stanley C Cruse,AIA, LEED v.2 AP Project Manager phone 253 752 9862 fax: 253 752 9865 cell 360 710 6425 scruse@parametrix.com p Before printing, please think green -Original Message- From James Dugan Sent: Monday June 01 2009 3:20 PM To Stan Cruse Subject: FW PAIG Site Visit Report Parametrix 40th Anniversary 1969-2009 inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager 2102 N Pearl Street, Suite#301 Tacoma, WA 98406 phone 253 752.9862 fax: 253 752 9865 cell 253.278 8105 jdugan@parametrix.com b Before printing, please think green -Original Message- From Jim Mahlum [mailto.Jmahlum@cityofpa.us] Sent: Saturday May 30 2009 9.40 AM To James Dugan Cc Bright Engineering; Diane Lenius Subject: Re PAIG Site Visit Report Jim Thank you for the report I do appreciate it. There are two points that were not addressed from my earlier email the approval of the slump test and the clarification of the Masterflow I need this confirmation for closing the loop on our documentation and these have not been verified nor are they in the specifications or general notes The slump question was asked at the field visit so Ade should be able to confirm that one easily The Masterflow question was asked in an earlier email by Roland and the response was use Masterflow 550 which does not exist. Please verify that Ade meant Masterflow 555 which was asked for approval and does exist. I will expect the answer by 5 PM on Monday 6/1/2009 We are proceeding with the fix as the dowels have been inserted and patch has been applied Thanks Jim (6/9T2009)Jim Mahlum RE PAIG Site Visit Reporf M µ m Page 3 >>> Stan Cruse <SCruse@parametrix.com> 5/29/2009 9 59 PM >>> Jim See attached Ade's site obsevations This will address your email confirmation request. Thank you Ade ! Parametrix inspired people" inspired solutions * making a difference Stanley C Cruse Corporate Architect phone 360 850 5313 fax: 360 479 5961 scruse@parametrix.com<mailto.scruse@pa ram etrix.com> From Karen Fleming [kf@brighteng com] Sent: Friday May 29 2009 4.05 PM To Stan Cruse Subject: PAIG Site Visit Report Hi Stan * Please see the attached Site Visit Report of May 26 2009 prepared by Ade Bright on May 29 2009 Please contact me if you encounter any problems with the transmission of this document. Best regards, Karen Fleming Bright Engineering, Inc. 1809 7th Avenue) Suite 1100 1 Seattle, WA 98101 T 206 625.3777 1 F 206 625 1851 1 www brighteng.com<http.//www.brighteng com/> El i BASF The Chemical Company PRODUCT DATA ;� MASTERFLOW® 555 ;1", 4 f 4 Semi-fluid,nonshrink mineral-aggregate grout Descdptlon features Benefits MastenW 555 grout is a semi-fluid, `Semi=flirld;consistency'andgoad:worklrug,flme Excell-hl,11aridlirig antl°piaci ig,Cha>acter IiCs nonshdnk mineral-aggregate grout.It Hardens free of bfeeding,segregation, Ensures optimum performance in hardened state is Ideally suited for grouting machines or settlement shrinkage or plates requiring optimum load- .....,., ____ bearing support.It meets ASTM C L Can°tie insfa(l� edmfroni 5bltrs 85�F(10.fdi a&° vfz.� ` Educes deperid_ence on.vieather"condt ons 1107 and CRD C 821 Grades B and C, • COntairrs no inorganic accelerators, Will not corrode reinforcing steel requirements at a semi-fluid(30—40 Including chlorides or other salts second flow)consistency over a temperature range of 50 to 85°F(10 to 29°C),and City of LosAngeles Where to Use 3. When dynamic,shear,or tensile forces are Research Report Number RR 23137 APPLICATION anticipated,concrete surfaces should be chipped • Where ease of with a'chisel-point"hammer,to a roughness of(plus placement of a semi-fluid grout or minus)3/8"(10 mm).Ve*the absence Yleld with cost savings is desired of bruising following ICRI 03732 guidelines. One 50 Ib(22.7 kg)bag of • Where high one-day and later-age compressive 4, Concrete surfaces should be rough and saturated Masterflows 555 grout mixed strengths are desired prided)with clean water for 24 hours Just before with approximately 8.3 lbs(3.8 kg)or a Where nonstuink grouting must achieve ample grouting. 1.0 gallon(3.8 Q of water yields bearing for optimum load transfer approximately 0.42 ft'(0.012 m� 5. All freestanding water must be removed from the of grout. • Machinery and equipment--baseplates and foundation and bolt holes immediately before soleplates grouting. Water requirements may vary with precast wall panels,beams,and columns 6. Anchor-bolt holes must be grouted and mixing efficiency and other variables. suffrclen set before the major on of the Packaging Curtain wells,concrete systems,and ocher tl1' 1 pm'b structural and nonstructural building members grout is placed. 50 ib(22.7 kg)multi-wall paper bags Anchor bolts,reinforcing bars,and dowel rads 7 Shade the foundation from summer sunlight 3,300 Ib(1,500 kg)bulk bags Grouting voids,rock pockets,and large cracks 24 hours before and 24 hours after grouting. Shelf Life Farming 1 year when property stored LOCATION 1 Forms should be liquid Light and nonabsorbent, Storage • Interior o exterior Seal forms with putty,sealant,caulk,polyurethane Store in unopened Bags in clean, foam. dry conditions. How to Apply 2. Moderately sized equipment should utilize a head Surface Preparation form sloped at 45 degrees to enhance the grout 1 Steel must be free of dirt,oil,grease,or other placemenL A moveable head box may provide contaminants. additional head at minlmum cost. 2. The surface to be grouted must be dean, 3, Side and end forms should be a minimum 1 saturated surface-dry(SSD),strong,and roughened (25 mm)distant horizontally from the object grouted to a CSP of 5—9 following ICRP Guideline 03732 to to permit expulsion of air and any remaining permit proper bond.For freshly placed concrete, saturation water as the grout is placed. consider using Liquid Surface Elchant(see product data sheet No.1020198)to achieve the required surface profile. WT PROTECTOR b REPAIR I MIx1CT DATA YABTEM W'r0 2. The water demand will depend an muting For gest Performance Make certain the most current versrons of efficiency and material and ambient temperatures. Hold a pre-job conference with your local product data sheet and MSDS are being used; Use the minimum amount of water required to representative to plan the installation.Hold call Customer Service(1-800-433-9517)to achieve the necessary placement consistency. verify the most current versions. co Recommer*d flow is 30—40 sends or greater conferences as early as possible—before the installationof equipment,sole plates,or ran Proper application is the responsibility of the user. using the ASTM C 939 Flow-Cone Method.Before placing grout at ambient temperatures below 50°F mounts.Conferences are important for applying Field visits by BASF personnel are for the purpose (10°C}aril above ambient F(29°C),consult your BASF the recommendations in this product data sheet of making technical recommendations only and not representative to a given project,and they help ensure a for supervising or providing quality control on the 3. Moderate size batches of grout are best mixed placement of highest quality and lowest cost. jobsete. in one or more clean mortar mixers.Large batches Masterfia06 555 is not Intended for use as a of grout are effectively,economically,and most floor topping or In large areas with exposed Health and Safety efficiently mixed in ready-mix trucks using 3,300 lb shoulders around baseplates.Where grout is MASTERFLOW6 555 (1,500 kg)bulk bags. exposed for shoulders,occasional hairline cracks WARNINGI may occur Cracks may also occur near.sharp 4. Mix grout a minimum of 3 minutes after all comers of the baseplate and at anchor bolls. Mastertlovva 555 contains silica,crystalline quartz; material and water are in mixer.Use mechanical These superficial cracks are usually caused by portland cement;calcium oxide;silica,amorphous. mixer only. temperature and moisture changes that affect the Risks 5. Do not mix more grout than can be placed in grout at exposed shoulders at a faster rate than Product Is alkaline on contact with water and may approximately 20 minutes or less,depending on the grout beneath the baseplate.They do not cause injury to skin or eyes. Ingestion or inhalation ambient temperatures, affect the structural,nonshrink,or vertical of dust may cause irritation. Contains small amount 6. Transport by wheelbarrow or buckets or pump support provided by the grout if the foundation- of free respirable quartz which has been listed as a to the equipment being grouted.Minimize the preparation,placing,and curing procedures are sued human carcinogen by NTP and IARC. transporting distance. property carried out. Repeated or prolonged overexposure to free 7 Do not reiemper grout by:adding water. • Ambient and initial material temperature of respirable quartz may cause silicosis or other serious 8. For aggregate-extenslon guidelines,reler to the grout should be in the range of 50 to 85°F and delayed lung Injury. Appendix A-10:Guide to Cementitious Grouting. (10 to 29°C)for both mixing and placing.Ideally, precautions the amount of mixing water should be that Applicationthe to achieve a 30—40 second lives Avoid contact with skin,eyes and clothing.Prevent 1 Place Masterilowe 555 in a continuous Inhalation of dust.Wash thoroughly after handling. pour. according to ASTM C 939(Cid C 611)or stiffer. Keep.conlainer dosed when not In use. DO NOT Discard grout that becomes unworkable.Place grout For placement outside of 50 to 85°F(10 to 29 take Internally. Use only with adequate ventilation. from one side to avoid entrapment of air.Make sure C),contact your local BASF representative. Use impervious gloves,eye protection and If the TLV that the grout rills the entire space being grouted . Do not add plasticizers,accelerators,retarders,or is exceeded or used in a poorly ventilated area,use and remains in contact with the plate throughout the other additives unless advised in writing by BASF MDSWMSHA approved respiratory protection In grouting process.Straps may be used to move the Technical Service. grout to ensure the entire space is filled.DO NOT accordance with applicable Federal,slate and local VIBRATE.to • The water requirement may vary with mixing regulations. efficiency,temperature,and other variables. First Aid 2. Immediately after placement,Irim the surfaces Minimum placementth Is 1.5" 8 mm). with a trowel and cover the exposed grout with clean ) !n case of eye Contact,flush thoroughly with wafer wet rags(not burlap).Maintain moisture for • For pours greater than 6"(152 mm)deep, for at least 15 minutes, In case of An contact, 5—6 tours. consult your local BASF representative for special wash affected areas with soap and water. If irritation 3. The grout should offer stiff resistance to precautions and installation procedures. persists,SEEK MEDICAL ATTENTION. Remove and penetration with a pointed mason's trowel before the • Use Masterflow•816,Masterflow$1205,or wash contaminated clothing. If Inhalation causes grout fomes are removed or excessive grout is cut Masterflow4 1341 post-tensioning cable grouts physical discomfort,remove to fresh air. If back when the grout will be in contact with steel discomfort persists or any breathing difficulty occurs stressed over 80,000 psi(550 MPa). or if swallowed,SEEK IMMEDIATE MEDICAL 4 To further minimize the potential moisture loss ATTENTION. within the grout,cure all exposed grout with an Use Masterflow•928 grout for precision approved membrane curing compound(compliant applications requiring a fluid consistency with ASTM C 309 or preferably ASTM C 1315) (25—30 second flow acoordlrg to ASTM C 939 Immediately after the wet rags are removed. or CRD C 611)with extended wanting time over 5. Consult your BASF representative beloe placing a temperature range of 45 to 85°F(7 to 29°Q. lifts more than 6"(152 mm)In depth. • Use Embec•.o`885 grout for precision applications requiring a fluid consistency(25—30 second flow according to ASTM C 93 or CRD C 611)with extended working time over a temperature range of 45 to 85°F(7 to 29°C)and dynamic load- bearing support. WT PROTEM 8 WAIR RtOaIrCT BMA N48r9WL W'EM Waste Disposal Method This product when discarded or disposed of is not listed as a hazardous waste in federal regulations. Dispose of In a landfill in accordance with local regulations. For additional Information on personal protective equipment,first aid,and emergency procedures, refer to the product Material Safety Data Sheet (MSDS)on the job site or contact the company at the address or phone numbers gtven below. PropoeMon 65 This product contains material listed by the State of California as known to cause cancer,birth defects or other reproductive harm. VOC Content 0 g/t.or 0 lbs/gal less water and exempt solvents. For medical emergencies only, call ChemTfrec(I-OW424-9300). I BASF Construction Chemicals,LLC— LWM w,Elwalt MM I>*y W u,scyr EASE w^tea w, n IM=.e w yA,,-.a,asp r-aW.n m,a A. ,«-tpty !V- 'M m•. -mi os+d a'ece. Saxt>vy ra xcesa,a e^keoa-a.am olaaca.a su�xn ra-r ecru. BUIlding Systemsa om a••ra.a c au .10-11 1014 alis Auas Ma w1r VNit art auwuu,I o cress oa ptrEHl rcxun,k uawams or mass wn A PAR1Zu Ar fi.rrG:t W VIHOMNIAb,M P!SRUNG i''5VR'U T&antbg-k'10143W m- 4MN 1.c- 4�6Q IYP t+�l:u, ra g.o4,t 0:1Y.-'WIfa 1_Lrv^a.y a�` o'4.t1Y +emu 4YenlS.-M I.:C6T' 889 Valley Park Drive .60. m 4"Oed area a.,.on..m er tic rr;'t .Eoaa c,:m 4 ��tr u at. e e oe.�a»rens d ur ra m e a R.s a J timeetr n x ar w we a W,SG lrav etit.i:lar 'n.. ,-'nSix m 4M7 h rA51 I-yrr W 51 NT Shakopee.MN,55379 �,.+m,mar.uame.mamas,t�meAVYaaaca q«wmvr+s+u..ee�.urv�roty,a: 1,s w y.roar.ao5 .r ro n�.,I eupl%MO AnET9ra9QtTr�lOA kPO/etL-AM filo NDT M••'Pain-.er 6t4QrQar-seeatm VETCAhIN)IT41 MUGIF EJSfi[SS^�9JA�lo d.7 uo'kentSlc:tCreaa�rlFS www.BLiWi ems.BASFcom Off �f(pAP tARRi lm1 SMS+ 71Y1�9WItWt�AE4tDF#SEFQ4CLKJ6EKW.ltOq(GiGFAVYH7dIWItCISt ou ,c�nMn saav vuuasnp-w. � M•t�+yn•+ra/RrasRarmOV Ctaat'+#LVWmakrc�eantYnamenm�Cftrs✓xn 4arcµ+e roae,n rc�.c rn.t. trcr+roSaae rhibsanata�ctubSQot»MM Customer Service BOD-433.9517 ® ;"a" ;;° ., , y� wt�aatleassb.wd�rawwxr.manu.,.t a unite. eau.urlonnr,vum< ,a1�eRnc- .m cram +a emam aaasamsr�WaM Teehnlealservice,80D-243-6739rne,E1: Iwoc r�' 1;x ,,,r2, v�r•�sAA �- far prai�Ier uae o>drt>tW tw rale to or un by the Omrersl poise. ^�R r.�MW'44r. 1 M Mal PROTECTION 6 REPAIR PRDDUCT DATA uAcnwuW am Technical Data Composition Test Data Masterflow6 555 grout Is a semi-fluid,nonshrink _ EITrX ,,, __ _• RE1lTs �_ _ mineral-aggregate grout. CompreasNe b1m+i (MPa) — ASTM C 942.according to ASTM C 1107 Conslsiency Pltmtla' Rowebls' Hull' 1 day 4,200(29) 3,700(26) 3,000(21) 3 days 5,80D(40) 4,500(31) 4,200(29) 7 days 7,30D(50) 6,500(45) 6.000(41) 28 days 8,500(59) 7,500(52) 7,000(48) Volume change ASTM C 1090 %Mange of %Requirement Maafer@ow'555 of ASTM C 11Qr 1 day >0 0.0—0,30 3 days 0.04 0.0-0.30 7 days 0.06 0,0-0.30 28 days 0.07 0.0-0.30 Setting time,semi-fluid consWenW ASTM C 191 Fnai set(hr:mlo 6:00 t oo—125%110W On flow W*amorclittg to ASTM C 230. 1125—145%,flow on UY table amordmg 10 ASTM C 230. '30—40 sowtds through flow cow a=2V b ASTM C 939 The strove data was developed ur da omlroaed laboratory Conalo a.Properties In ft Bid may vary.Evect reasonable va iatiws ham these results,depmQV M mite or test aWlions. Jobsfte Testlng ff strength tests must be made at the jaesite,use 2'(51 mart)metal cube molls as specified by ASTM C 942 or ASTM C 1107 DO NOT use cylinder molds or plastic cube molds.Control testing on the bass of the desired placing consistency rather than strictly on the water content. 4. Extend forms a minimum of 1 (25 mm)higher Temperabaire 3. When growling M minimum temperatures, than the bottom of the equipment Ging grouted. 1 For nanshrink grouting,store and mix grout to be certain that foundation,plate,and grout S. Leave a minimum of 2' (51 mm)between the produce the desired mixed-grout temperature based temperatures do not fall below 50°F(10°C)unlit bearing plate and the form to allow for ease of upon ambient temperatures and jobsile conditions. after final set.Protect the grout from hazing, placement (32°F or 0°C)until it has atWnl:d a compressive 6. A minimum of 1 (25 mm)clearance is required Recommended Temperature Guidelines strength of 3,000 psi(20.7 Wal in accordance with for Nonshrink GMAng ASTM C 942 or ASTM C 1107 where the grout will be placed. fm)Ik1 �" l n p(i3dng 7 Use sufficient bracing to prevent the grout from � � ' + 1 MasterfkW 555 leaking or the farms from moving. grout should be mixed with a B. Biminate large,nonsupported grout areas Faundation and plates 50 p0) 959% mechanical mixer for at least 3 minutes.For a semi- fluid consistency,start with 8.3 lb(3.8 kg)or 1.0 semi- wherever possible. Mixing water 30(1Q) Com) gallon(3.8 L)per 50 Ib(22.7 kg)bag.(Use potable 9. Expansion joints may be necessary for both grout at mixed and 50(10) 85(29) water only.)Adjust mixing water,as needed,to indoor and outdoor installation.Consult your local paced temperature establish a semi-fluid consistency(30—40 seconds) BASF field representative for suggestions through a flow cone according to ASTM C 9391 CRD and recommendations. 2. If temperature extremes are anticipated or it C 611).Less mixing water will be required to achieve special placement procedures are planned,contact stiffer consistencies.Slowly add the dry grout to your local BASF representative for assistance. mixing water. NTI MATERIAL TESTING LABORATORY COMPRESSIVE STRENGTH TEST 717 S Peabody Port Angeles WA 98362 Specimen Transmittal&Test Results Form 360-452-8491 Fax: 360-452-8498 1 Material Type Concrete ❑ Mortar ❑ Grout Client: City of PA 2. Number of Specimens. 4 Project: Gateway 3 Testing Sequence Requested (days after casting) BILLING INFORMATION []Standard A ❑ Standard B ❑ Standard C ■Other(Specify) 7,28,28,Hold 7,28,28 28,28 3 7,28,28 ❑ Lab Account# 4 Date Cast: 6/2/2009 5 Cast By- SRW IN Project Account ID PRTA-0701 Project Manager Jim Mahlum 6 Material Supplied by* Fred Hill Materials Email: jmahlum(d)cityofpa.us 7 Contractor- Primo Phone 360-417-4701 Fax: 360-417-4709 18 Date Rec'd in Lab 6/3/09 9 Rec'd by- SRW MATERIAL SPECIFICATIONS W/C RATIO SLUMP AIR ENTRAINMENT TEMPERATURE UNIT WEIGHT DESIGN 035 ACTUAL 6 1/2' NT 62 deg F NT Required Compressive Strength 4000 @ 28 days See attached or info for blank fields in this COMPONENTS/MISCELLANEOUS section Concrete Mix: M4060SP No. of Sacks/CY Load Size 3 c.y Aggregate- Cement Admix Water C200- 4240 lbs C250- 1680 lbs A340, 134 oz 8285 C210- N/A C260- N/A A345 45 oz C220- 5600 lbs A350- 5 oz W/C Ratio 035 Location of Placement: Wall Form in lower garage Ticket ID- 13830 Ticket#- 17649 Customer#- 2103 Truck#• 73 Driver- Ruby Matt Weather- Clear Temperature 54 deg F Specimen Control# 1336 TEST RESULTS(TO BE FILLED OUT BY NTI PERSONNEL ONLY) Specimen Specimen Test @ Date Tested Break Total Unit Load # Type Days Tested By Cap Type Load Area PSI A 4x8 3 6/5/2009 SRW N 4 32140 12.56 2559 B 4x8 7 6/9/2009 SRW N 5 42050 12.56 3348 C 4x8 28 6/30/2009 SRW N 3 51240 12.56 4080 D 4x8 28 6/30/2009 SRW N 3 53940 12.56 4295 Comments about breaks. (6�9/2�009)Jim Mahlum RE PAIL Site Visit-Report Page 1 From <ab@brighteng com> To 'Stan Cruse <SCruse@parametrix.com> Date 6/1/2009 5 31 PM Subject: RE. PAIG Site Visit Report CC James Dugan <JDugan@parametrix.com> Jim Mahlum <jmahlum@cityofp Stan Yes it is Masterflow 555 and not 550 With regard to the facing wall concrete it is ok to use 3/8' gravel and increase slump to 7' or so with the use of superplastizers Rolland called today stating that he ordered rebar based on drawings that did not show the DI pipe and therefore the Horizontal inside face bar are hooked on one end only It is ok to use bars with one hook but the hooked end are to be alternated Ade Bright, PE, SE Bright Engineering, Inc -Original Message- From Stan Cruse [mailto SCruse@parametrix.com] Sent: Monday June 01 2009 3 32 PM To Bright Engineering Cc: James Dugan Subject: FW PAIG Site Visit Report Ade, Can you help Jim with his last two items, slump and Masterflow I know you meant 555 but they have to be exact. Parametrix 40th Anniversary 1969-2009 inspired people inspired solutions making a difference Stanley C Cruse, AIA, LEED v2 AP Project Manager phone. 253 752.9862 fax: 253 752.9865 cell 360 710 6425 scruse@parametrix.com 0 Before printing, please think green -Original Message- From James Dugan Sent: Monday June 01 2009 3:20 PM To Stan Cruse Subject: FW PAIG Site Visit Report Parametrix 40th Anniversary 1969-2009 inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager `(6%9% 009)Jim MahlumRE PAIL Site VisitxReport µ ' µ� y Page 2 2102 N Pearl Street, Suite#301 Tacoma WA 98406 phone 253 752 9862 fax: 253 752 9865 cell 253.278 8105 jdugan@parametrix.com p Before printing, please think green -Original Message- From Jim Mahlum [mailto.Jmahlum@cityofpa.us] Sent: Saturday May 30 2009 9 40 AM To James Dugan Cc: Bright Engineering Diane Lenius Subject: Re PAIG Site Visit Report Jim Thank you for the report I do appreciate it. There are two points that were not addressed from my earlier email the approval of the slump test and the clarification of the Masterflow I need this confirmation for closing the loop on our documentation and these have not been verified nor are they in the specifications or general notes The slump question was asked at the field visit so Ade should be able to confirm that one easily The Masterflow question was asked in an earlier email by Roland and the response was use Masterflow 550 which does not exist. Please verify that Ade meant Masterflow 555 which was asked for approval and does exist. I will expect the answer by 5 PM on Monday 6/1/2009 We are proceeding with the fix as the dowels have been inserted and patch has been applied Thanks Jim >>> Stan Cruse <SCruse@parametrix.com> 5/29/2009 9.59 PM >>> Jim See attached Ade's site obsevations This will address your email confirmation request. Thank you Adel Parametrix inspired people* inspired solutions* making a difference Stanley C Cruse Corporate Architect phone 360.850.5313 fax: 360 479 5961 scruse@parametrix.com<mailto:scruse@parametrix.com> From Karen Fleming [kf@brighteng.com] Sent: Friday May 29 2009 4.05 PM To Stan Cruse Subject: PAIG Site Visit Report Hi Stan * Please see the attached Site Visit Report of May 26, 2009 prepared by Ade Bright on May 29 2009 Please contact me if you encounter any problems with the transmission of this document. Best regards, Karen Fleming Bright Engineering Inc. IC(-6/9/2009)Jim Mahlum RE. PAIG Site Visit Report - Page 3 1809 7th Avenue) Suite 1100 1 Seattle WA 98101 T 206 625 3777 1 F 206 625 1851 1 www.brighteng com<http://www brighteng com/> Northwestern Territories,Inc. JOB CONSTRUCTION 717 S. PEABODY PORT ANGELES,WA 98362 REPORT Engineers,Land Surveyors, Geologists DATE. 6/1/2009 (360) 452-8491 Fax(360)452-8498 Project: The Gateway Project Client: City of Port Angeles Contractor- Primo Superintendent: Roland Ordona Inspector Requested By- Jim Mallum Inspector- Shawn West Weather- Clear Inspector Arrived. 10 00 AM Inspector Departed. 2.20 PM JOB # PRTA-0701 Remarks I arrived on site to observe rebar placement for the lower level parking garage wall frame to cover the failing portion of the Gateway Project. The crew on site (Roy and Roland) had the plan set dated 5/13/09 and was placing and tying the rebar in accordance to this plan set except for the area calling for#6@12 IF which were not present. Roland informed me that when he received the plan set dated 3/8/09 that he was given the go ahead to order rebar for this fob On Thursday 5/28/09 while inspecting the holes drilled for anchors I noticed that he did not have a current plan set and gave him one at that time. No rebar was on site to use for the IF of the wall. A phoned Jim Mallum, and Ade Bright and informed them of the situation. Jim Mallum arrived on site and spoke to Roland. Ade phoned Roland and it was determined at that time that the rebar for the horizontals would be tied according to the 3/8/09 plan set with regards to this area. Upon further review of the plans it appeared this was the only significant change to the drawing. A follow-up email would be sent from Ade Bright confirming the change. All vertical, horizontal and dowels were confirmed to be placed and tied according to plan set. 1 ''/2" cover was confirmed from rebar to interior wall. 2"cover was confirmed from rebar to exterior wall. WWF 4x4—w4xw4 mesh pad was placed behind piping running vertically up wall. JVI Masticord Bearing Pad was glued and placed per plan set. Expansion felt was placed per plan set. Nothing Follows. 1 I �.>�. � ��I ��� � Y'�• {�.eta �� - r 10 THa 1h JJ( ETIG( ' '"Lrr' { �x�t.�i1.t Itillrlyl'11' 11r q! Y pv�T ,r li.tc :y >S :r ,r .. �. - 9F 9. 7F �� 1F ilk -44 It tit n ; ``{_.�.,"dl 3:, -f •i ,Wy, - Fw � r •*vw r Wff .4r {'+. , -< '�, _ e :{ •y'1 9 ' i! '�,dY!' �+�'f' F�t.�}.-;t, x.� h moi' � �A"_• � •Gi� dd 1,* .. Ir 7 ��Jiy`K'.'s.,� �� 6:;_+1Y�',r �'. 1IC'amu... •rnfl B" , "'�'- e. � ''�•�'�IV�M1�"'_""� -t o�.. t +a/' A�[�� ) a�' ; 4{i a } &� � �}S 'y�. �y*� � fib:^..-. *fi'i.�'•$� 4�- ^'21 i ,of ��, �e"_ ��. , � •.� �" nordTnb. 4 1 4 i no 8t 9� 1 tiF 1E �r 110 � 11 II1F r �-, � �.. , ,�_ ' :��. �,. M'.� -P"k 3 ;„�, CITY OF PORT ANGELES 321 E 5TH STREET P 0 BOX 1150 PORT ANGELES WA 98362 C E R T I F I C A T E O F O C C U P A N C Y T E M P O R A R Y Issue Date 6/01/09 Expiration Date 7/01/09 Parcel Number 06-30-00-5-0-0043-0000- Property Address 123 E FRONT ST PORT ANGELES WA 98362 Subdivision Name Legal Description TIDELANDS N210 OF W2 LT4 BL 1 SUR V40 P40 Property Zoning CENTRAL BUSINESS DISTRICT Owner Clallam Transit System Contractor PRIMO CONSTRUCTION INC 360 683-5447 Application number 06-00001042 000 000 Description of Work COMM NEW CONST Construction type Occupancy type Flood Zone Special conditions June 1, 2009 3 48 51 PM 1pangrle This Gateway Project Temporary Certificate of Occupancy is limited to only those areas accessed on the west side of the transit building Fencing shall be maintained in accordance with the March 27, 2009 memo from the Director of Public Works and Utilities The east parking garage is excluded from occupancy at this time All outstanding issues are to be addressed within 30 days (July 01, 2009) A zoning lot covenant for the tire site must be filed prior to issuance of the final Ce ifi ate o Occupancy See the attached March 30, 09 ate rom Nathan West to Jim Mahlum for mo details f Approved �� w1L� uilding Official VOID UNLESS SIGNED BY BUILDING OFFICIAL, . .. ..... O ^ i NGELES Q.��.•` , WASHINGTON U SA Ay — Community & Economic Development Department F`$ MjWt ,. March 30, 2009 Jim Mahlum w Project Manager fk21 Public Works and Utilities Department ,R±auw �hfi� Ci tY of Port Angeles 321 E. Fifth St. x Port Angeles, WA 98362 Lx Subject: Gateway Project—Transit Building Temporary Certificate of Occupancy 123 E.Front Street—Building Permit 06-1042 Dear Mr Mahlum. 1zW:` This letter will serve as notice that temporary occupancy of the Gateway Project Transit Building is hereby given. Temporary occupancy is granted-as of this date based on the information provided in the March 2.7 2009 memo from the Director of Public Works and Utilities. At this time, occupancy is limited to those areas accessed on the west side of the building. Fencing shall ? _ be maintained in accordance with the March 27ffi diagram of the above mentioned memo " •._ Temporary occupancy is granted with the understanding that all outstanding issues will be addressed within 60 days.(May 29 2009). Those issues have been identified in correspondence dated February 18,2009,February 26, 2009 and March 9 2009 You are further reminded that a zoning lot covenant for the entire site must be filed prior to.Certificate of Occupancy In addition to those items noted above one of the areas excluded from occupancy(the east ,., �r� Parking garage)results in restriction of multiple parking spaces andparking.requirements not met. Should concerns be raised regarding those requirements during the.period of temporary occu ancY� mitigation may be required, or the temporary occupancy may be revoked. Upon satisfaction of the remaining items you will be required to request all necessary.inspections . 4 n to ensure the entire facile satisfies occupancy code requirements. If you have anquestions, . .� h' P Y q Y Y ` please do not hesitate to contact me Sincerely I Nathan A. West,AICP Director of Community and Economic Development CC Glenn Cutler Dt-e,,or of Public Works and Utilities,City of Pott Angeles Kent Myers,City ivlanager City of Port Angeles ' Phone 360-41>-4750 ' Fax 160-417-4711 'Nebsite www cityofpa us/ Erna sn-,artgrow.fhdcityofpa.us ` ,2 1 East eet P O Box 1 150 'Fo r,r WA 98362-021 , . Northwestern Territories,Inc. JOB CONSTRUCTION 717 S. PEABODY PORT ANGELES,WA 98362 REPORT Engineers,Land Surveyors, Geologists DATE. 5/29/2009 (360) 452-8491 Fax(360)452-8498 Project: The Gateway Project Client: City of Port Angeles Contractor- Pnmo Superintendent: Roland Ordona Inspector Requested By- Jim Mallum Inspector- Shawn West Weather- Clear Inspector Arrived. 9.00 AM Inspector Departed. 10 15 AM JOB # PRTA-0701 Remarks. I arrived on site to observe procedure for Grout placement over the broken concrete on the wall in the parking garage at the Gateway Center Concrete area was vleaned with a brush before bonding agent was applied. Concrete bonding agent was used to cover the area being grouted. Bonding agent was Tamms AKKRO-7T Liquid Bonding Agent. Form boards were used to cover area. Grout used was Masterflow 555, which deviated from the design which used Masterflow 500, which is no longer in production. Grout was mixed on site. Nothing Follows. Northwestern Territories,Inc. JOB CONSTRUCTION 717 S. PEABODY PORT ANGELES,WA 98362 REPORT Engineers,Land Surveyors, Geologists DATE. 5/28/2009 (360) 452-8491 Fax(360)452-8498 Project: The Gateway Project Client: City of Port Angeles Contractor- Primo Superintendent: Roland Ordona Inspector Requested By- Jim Mallum Inspector• Shawn West Weather- Clear Inspector Arrived. 6 50 AM Inspector Departed. 9 05 AM JOB # PRTA-0701 Remarks. I arrived on site to observe procedure for embedding rebar into the fractured wall at the Gateway projects garage. I met with Roland Ordona on site and Roy the laborer Upon review of the plan set and the holes drilled into the wall I noticed that the pattern was missing a row of 8 holes on the vertical. Roland had his plan set which he showed me and it was obvious that the plan set was different. I gave Roland a copy of the plan set dated 5/13/09 to replace the 3/18/09 set he was using. A row of 8 holes was added to the pattern as per current plan set. The temperature of the wall was 54.3 degreees F I observed 64 holes drilled into the wall in a grid pattern spaced 12"on the horizontal and 10" on the vertical. The holes were 3/4"wide and 8 ''/z" deep The pattern matched the plan set. Each hole was blown out using compressed air for 4 seconds, brushed 4 times with a brush attached to a cordless DeWalt, and then blown out for 4 seconds using air again. The epoxy used was Simpson set 22. At time of use, a small amount was discharged from each canister to ensure proper mixing of components. Each hole was filled '/z to 2/3 of the way from the back pulling the nozzle forward. The rebar used was#5, l'-6 '/z long with a 10' hook. The rebar was set into place using a twisting motion to the back of the hole It was then tied horizontally to a—7' piece of rebar to allow for the hooks to be set in a vertical position while curing. Nothing Follows. o n s�. t �.r •� P �d.a ter. ti. r ,Id's •y j I T 1 tt lit RNr . a ffi,kl .MI ' �N k E51tiy NMI JF � a _ yy a �• Clallam 'Transit System (360)452 1315 mi-ma 830 W Lauridsen Blvd. 1-800-858-3747 Port Angeles,WA 98363 FAX(360)452 1316 www clallamtransit.com Ric E o V E- May 26 2009 MAY 2 7 2009 CITY OF PORT ANGELES Dept.of Community Development Nathan A. West Director of Community and Economic Development City of Port Angeles PO Box 1150 Port Angeles WA 98362 Dear Mr West: Clallam Transit System requests that the temporary occupancy granted to us for portions of the Gateway Project on March 30 2009 be extended from May 29 2009 to June 30 2009 We expect that all outstanding issues will be resolved and a permanent Certificate of Occupancy issued by that date Sincerely Terry G Weed General Manager (6//22009)Jim Mahlum RE. Substitution request Page 1 From <ab@brighteng com> To 'Roland Ordona' <roland@primosequim com> Jim Mahlum <jmahlum@city Date 5/20/2009 12 14 PM Subject: RE Substitution request Attachments. Simpson Set Adhesive.pdf CC Jennifer Howell' <jen@primosequim com> 'Stan Cruse <scruse@parame Stan/Roland Proposed substitution is acceptable Ade Bright, PE, SE Bright Engineering Inc. From Roland Ordona [mailto:roland@primosequim com] Sent: Tuesday May 19 2009 11 49 AM To Jim Mahlum Cc: Jennifer Howell Ade Bright Subject: Substitution request Gateway delam Is Simpson SET 22 ( <http.//www.simpsonanchors com/catalog/adhesives/set/> http.//www.simpsonanchors com/catalog/adhesives/set/)an acceptable alternative to Hilti HIT 150? ROLAND ORDONA Superintendent Primo Construction Inc. <mailto:roland@primosequim com> roland@primosequim.com tel fax: mobile <http.//www.plaxo com/click_to_call?lang=en&src=jj_signature&To=360%2D452%2D 5950&Email=roland@primosequim com>360-683-5447 ext. 5223 I(6/$/2'009)Jim Mahlum—RE Substitution request <http.//www.plaxo com/click—to—call?lang=en&src=jj_signature&To=360%2D461%2D 1349&Email=roland@primosequim com> 360-461 1349 <https://www.plaxo com/add_me?u=47244720789&src=client_sig_212_1_card_join&i nvite=1&tang=en>Always have my latest info <http.//www.plaxo com/signature?src=client_sig_212_1_card_sig&lang=en>Want a signature like this? Page 1 of 1 Ade Bright From Roland Ordona(roland@primosequim.com] Sent: Tuesday May 19 2009 11 49 AM To. Jim Mahlum Cc: Jennifer Howell; Ade Bright Subject: Substitution request Gateway delam. Is Simpson SET 22( http./twww.simr)sonanchars.com/Catalog/adhesives/set/)an acceptable alternative to Hilti HIT 150? ROLAND OR.DONA Primo Construction Inc. Superintendent tel 360-683-5447 ext. 5223 0 fax. roland@pnmosequim corn mobile: 360-461-1349 Always have my latest Info Want a signature like this? NO EXCEPTION TAKE11) MAKE Co REJECTED[3 ' ` RRECTIONS NOTEDREVISE D SUSMrrSPECIFt D IT M�F_SUBMrr CHECKING IS ONLY FOR GENERAL CONF0A,-0ANCE CONCEPT WITH THE DESIGN ' OF THE PROJECT.AND C„ENERAI.COMPI IOJCC,E WITH THE NFOaMATIQtJ 61VEN IN THE CONTRACT DOCLIVERT$ ANY ACTION SHOWN IS SUBJECT TO THE REQUIREMENTS OF SPECIFICATIC+NS, CONTRAL;TOR THE PLANS AND IS "ESPONSIBLE FOR D.MENSfONS WHICH SHALL BE CONFismE:) AIYJ CORRELATE:?AT TH' JC3E351TE FABRICATION PROCESSES AND T-C IP�IOUF5 OF Ci7rI TRUCTITE COOADiNA710A/OF TH{S WORK YVeTH H I THE SATISFACTORY PERFORMANCE CF HE CONTQACTGRrP�DE5 A�tD — -�� S VJQRK DATE 5/20/2009 SET High Strength Epoxy-Tier Anchoring Adhesive'--Simpson Strong. http.//www.simpsonanchors.corWcatalog/adhesives/set/ www.simpsonanchors.com SET High Strength Epoxy-Tie® Anchoring Adhesive SET Epoxy-Tie®epoxy Is a two-component, 1 1 ratio,high solids,epoxy-based adhesive for use as a high strength,non-shrink anchor grouting material.Resin and hardener are dispensed and mixed simultaneously through the mixing nozzle.SET meets or exceeds the requirements of ASTM C-881 specification for Type I,il,N and V Grade 3,Class B and C. GALLERY ROLLOVER IMAGES BELOW TO SEE 4 c LARGER IMAGE p P ' SET22 EKNUi EDT226 SET-PAC EZTM SET56 SET1,7KTA Adhesive U.S.Patent 6,634,524 USES — LINKS ■ Threaded-rod anchoring ■ SuDDlemen ■ Rebar doweling tal Tics for Adhesive Anchors Estimating guide ■ Bonding hardened concrete to hardened concrete .■ Estimd Warranty a Information■ Pick-proof sealant around doors,windows and fixtures ■ Tension and Shear Load Tables ■ Paste aver for crack injection ■ 1_Qad-Adiwilment Factors CODE REPORTS ' Documents: ■ Anchor Catalog Section(PDF) ■ ICC Evaluation Service ESR 1772(formerly ICBO-ES ■ Product Subrrdbl(PDF) ER-5279)(PDF)(CMU& URM) • Material Safety Data Sheet SET'(PDF) • City of L.A.RR25279(PDF) ■ Material Safety Data Sheet SET en Espanol(PDF) • Caltrans approved ■ SET PAC-FZTM E -TiAnchoring Adhesive Flier ■ Florida Statewide Product Approval FLIJ506.4 (PDF) ■ multiple DOT listings ■ Rebar Yield and Tensile StrmiO Ernbedments ■ NSF/ANSI Standard 61 (216 int/1000 gal)(PDF),except Technical Bulletin(PDF) SET1 7KTA ■ *Rebar Yield and Tensile Strength Embedments �, (Canada)Technical Bulletin(PDF) ■ SET-PAC EZ adhesive covered by ICC-ES,City of L.A. ■ Anchor Tension i Chair Bock and NSF/ANSI listings only Technical Bulletin(PDF) ■ ®The load tables list values based upon results from the City of Los Angeles RR Vahm for FIDldownsin Shearwall and Wall Anchorage Assemblies most recent testing and may not reflect those in current code Technical Bulletin(PDF) reports.Where code jurisdictions apply consult the current . Free Technical reports for applicable bad values. 1 of 3 5119/2009 11.58 AM SET High Strength Epoxy-TieO Anchoring Adhesive—Simpson Strong. http://www.simpsonanchors.com/catalogladhesives/set/ . Anchor Designer APPLICATION ■ Adhesive Estimator _ Surfaces to receive epoxy must be clean.For installations in or through standing water see Supplemental Topics forACCESSORIES 1 RELATED PRODUCTS Adhesive Anchors for details.The base material temperature must be 40°F or above at the time of installation For best ■ Dispensing Tools results,material should be 70` 80°F at the time of ■ Mixing Nozzles application.Cartridges should not be immersed in water to ■ Plastic Anchoring Screens facilitate warming. To warm cold material, the cartridges ■ Steel Anchoring Screens should be stored in a warm,uniformly heated area or storage . Hole Cleaning Brushes container for a sufficient time to allow epoxy to warm _ completely Mixed material in nozz%e can harden in 5-7 SUGGESTED SPECIFICATIONS minutes at a temperature of 40°F or above. Anchoring adhesive shall be a two-component high-solids TEST CRITERIA epoxy based system supplied in manufacturer's standard cartridge and dispensed through a static-mixing nozzle Anchors installed with SET Epoxy-Tie®adhesive have been supplied by the manufacturer Epoxy shall meet the rninimum tested in accordance with ICC-ES's Acceptance Criteria for requirements of ASTM C-881 specificalion for Type I, Il, N Adhesive Anchors(AC58)for the following• and V Grade 3,Class B and C and must develop a minimum ■ Seismic/wind loading 12,650 psi compressive yield strength after 7 day cure. Epoxy ■ Long-term creep at elevated-temperature must have a heat deflection temperature of a minimum 136°F ■ Static loading at elevated-temperature (58"C).Adhesive shall be SET Epoxy-Tie®adhesive from ■ Damp and water-filled holes Simpson Strong-Tie,Pleasanton,CA.Anchors shall be • Freeze-thaw conditions installed per Simpson Strong-Tie instructions for SET • Critical and minimum edge distance and spacing Epoxy-Tie®adhesive. In addition,anchors installed with SET Epoxy-Tie®adhesive ASD DESIGN EXAMPLE have been tested In accordance with ICC-ES's Acceptance Criteria for Unreinforced Masonry Anchors(AC60) For design example,click here. INSTALLATION PROPERTY TEST METHOD' RESULTS IMPORTANT For installation instructions,click here. Consi�ncy ASTM C 881 Note-sag/ I thixatropic paste SHELF LIFE Heat deflection ASTM D 648 136"F(58°C) 24 months from date of manufacture in unopened side-by-side J_ Bond strength _ASTM C 882 3,218 psi(2 days) r cartridge'SET-PAC EZTm cartridge 24 months from date of (moist cure) j 3,366 psi(14 manufacture,unopened. (I days) STORAGE CONDITIONS Water absorption ASTM 0 570 0.110%(24 hrs) For best results store between 45°F 90°F To store partially Compressive yield ASTM D 695 5,065 psi(24 used cartridges leave hardened nozzle in place.To re-use, strength hours) attach new nozzle. 12,650 psi(7 days) COLO R Compressive ASTM D 695 439,000 psi(7 Resin—white,hardener—black modulus days) When properly mixed SET adhesive will be a uniform light Gel time(75°F) ASTM C 881 30 min 60 gram gray color ryl ss 0 rrti 60 ti n thin film CLEAN UP 6n Uncured material—Wipe up with cotton cloths.9 desired scrub area with abrasive,waterbased cleaner and flush with water If approved solvents such as ketones(MEK,acetone, etc.),lacquer thinner or adhesive remover can be used. DO NOT USE SOLVENTS TO CLEAN ADHESIVE FROM SKIN. Take appropriate precautions when handling flarnmable solvents.Solvents may damage surfaces to which they are applied.Cured material—Chip or grind off surface. 2 of 3 5/19/2009 11 59 AM SET High Strength Epoxy-Tie(&Anchoring Adhesive--Simpson Strong. http://www.simpsonanchors.corgi/cataloeadhesives/seV CHEMICAL RESISTANCE Very good to excellent against distilled water inorganic acids and alkalis.Fair to good against organic acids and alkalis,and many organic solvents.Poor against ketones. For more detailed information download Technical Bulletin T-SAS- CHEMRES08(PDF). SET Cartridge Systems 1° t 14tti�s�" oantt a .�ot1t>��gi�°_ ��tlltt�ilb � i� Y�l�1 � M>sldslg�. i.7 Adaptor 14dludl d' EMN1.7 SET ATA (3.1) side-by-sl6a 12 for standard .'. . t ' T1;41k"; �y `• ! Tift Si &#'i„. �}t�ii7 t ' { "FR�y�}'{ �. _ _� � i �� �.i• �:....iul��tt w"tt�t►4 � i Ei)T228 DT22AP' - SET22 ,3 _`7 &t)-sidt ^10 •ttr.E1}t22ijt<4- OF"i, EMN22i ' c F' •'�.. �° � K SEMC sftl mil - El?T A i,. •, M. 1ol..1' 1 Bulk containers also available,contact Simpson Strong-Tie for details. 2. Cartridge and bulk estimation guides are available. 3. Detailed information on dispensing tools,mixing nozzles and other adhesive accessories is available. 4 Use only appropriate Simpson Strong-Tie mixing nozzle in accordance with Simpson's instructions.Modification or improper use of mixing nozzle may impair epoxy performance. Cure Schedule In-Service Temperature Sensitivity ,Iliax6lllahrial � •illas�Mtttartii!• •�,Penestlt° Te>opatatrre ` � >' ; Ti�iip�radani� :$;��lwi�il�to *F; 40 4 72 hrs.� 40 4 100% X65 f8 w 24-firs: '-70 85 19 .20 hrs. 110 43 'f00o 150 86 4496 :180. '827 2096:-- 1 Refer to temperature sensitivity chart for allowable bond strength reduction for temperature.See Supplemental Topics for Adhesive Anchors. 2. Percent allowable load may be linearly interpolated for intermediate base material temperatures. 3. °C=ff 32)/1.8 top A Printed May 19,2009 from http:/lwww.simpsorianrhors.comlcatalogtadt"ves/sett ®2008 Simpson Strong-Tie® 3 o f 3 5/19/2009 11 58 AM TEGitlg[CftLiBiJl:LE7'!Af Epoxy;- + 3tmng-TIe �' ;iiucxtae:arsrsciear� i . t t i r-d Tests have been performed to establish load capacities for rebar dowels installed at multiple embedment depths with Epoxy-Tie SET adhesive.Using these results, the embedment depths required to develop the yield or tensile strengths of Grade 60 rebar have been calculated and are presented below. Tension Loads,and,Oevilopmd6i-.Lwgths46rReber Davirets in t�cHatal'-Wdi Concrete ' 40 41i' * i.CliSDYiri. •-1,Hfifntate. �YL." .i' il1r 1`tt sill„, •.:w,. 'l�,nrrrr, r+"'.. t`ptoA a61a inn, 1d1 ;vas` , 1° '' : �( F)i Gi: , � 1; � �� `' _ ,�,. t ,�t ti , .�� f. :��-•meq, ,. n' t, r fmretl ti •.: ii" fb,1i'a,' " 4 14, 10; 0 r4 S18 1081- l! 73:.3 4 114 5 1/4 8t _ 4 1/4 4 114 12,000 ' 18,000 4 (12.7) '6; MR (108) (133) 19f360 (108) (108) (53.4) (80.1) r73. .+•iY. ' 4. '� IF71.., ('I , j. ' ajs`40;3�xa h~23 (f �t ,R �i t1A0 t821 1,611A.' 38;380- - 40c500 !6 . 718 E .17;# 171 6 314 7 180 6 314", 6 314 26,400 ; W39,600 1i i, (19.1) !112 6S8020 (171) (178) 691 2890 (171) (171) (117) (176) 1-4 MAR 63,680 — _ -- — #8 1 118 1229'. 239 9 11 314 39 9 11 314 '47,400 71,100 # (25.4) 1,6 94,240 (229) (298) 94;240 (229) (298) 1 (211) j (316) [ l)?) (419) 1 (419 i1'. 24; 2 ;j MAN g , . (' �' }. -11 till: 76,000 _._ ._. 76,000 _._. .. ! #10 �! 1 1/2 . 246° 338 11 112 17 114 33 11 1/2 17 114 76,200 114,300 (31.8) 18'34 125,840 (292) (438) 125;840 (292) (438} (339) (509) !47/1 r° 560 _ 560 ., . •- .. _... .._-.. ... i1p� 1.Development lengths are based on comparison of average ultimate bond strengths S.Andtws are not permitted to support fre•resbstW cohswction.Where from,testing in unreirdoroed concrete to minimum yield and tensile strengths.of rebar, not otherwise prohibited by code,anchors are per milted for instetba8on in 2.Critical edge distance is 1.5 times embedment depth and critical spacing is 4 times fire•reslstive construction provided that at least one of the fonoviing conditions embedmer.,depth for unreinforced concrete.Refer.to C SAS-2008 for load is fulfilled,a)Anchors are used to resist wind or seismic forces only. adjusimert facto*for lesser spacings and edge dwances.Critical edge distance and b)Anchors that support gravity load-bearing structural elements are wain e critical spacing may be reduced when anchoring into reinforced concrete members. fire resistive envelope or a fire•resisdve membrane,are protecwd by approved 3 Refer to catalog C SAS-2008 for load adjusimenc factors For in-service temperature. fire•resfstive materials,or have been evaluated for resistance to fire exposure 4-Development lengths may be mterpolared for concrete compressive strengths In accordance with recognized standards.c)Anchors are used to supe m e between 2,000 psi and 4.000 psi. nonstructural elements. fits techmkol bulletin is effective until Iritic 30,2070,arul reflects iitlavrzration 8ysilable as of tipr;l 1,20049.This frifmm illon is irpdafedperiod;calry olid *child not be relied upovt afar lune 30,2070;coact Simpson Strang-ria lar CUFFM utlonmdon end limited wawalWy or seo aww,simpsamnidmrs.com. j ,eillm a i' #1 }_. !ma's 3�s93&.riV,'l:„4 iWtiw 3(" t1,T5oE ,..7 1t1i..,WrSi ! Jl '• v Y A. + ° F-•" ,. 4r:a v"w`4s.^t-.•P{ .-r -• •� „.m r ;Y:* •• ..,. rt,yw,ru,ii' ,•+� n >ai:,n# 'li 1 (If+tx` J g ' � ,,^ f 4x1274 aiifi`,y1t4` !eai '`` >xA„wj,- nw.ai �f{g;. (6%9{2009)Jim Mahlum RE Rebar hook H From <ab@brighteng com> To 'Roland Ordona <roland@primosequim com> Date 5/20/2009 1205 PM Subject: RE Rebar hook cc 'Stan Cruse <scruse@parametrix.com> Jennifer Howell' <jen@primose Stan/Roland Rotate bars to achieve specified clearance Ade Bright, PE, SE Bright Engineering, Inc From Roland Ordona [mailto roland@primosequim com] Sent: Wednesday May 20 2009 11 18 AM To Ade Bright Cc: Stan Cruse, Jennifer Howell• Jim Mahlum Subject: Rebar hook Ade, the (ACI) recomended hook on a#6 bar is 12' Would you like to shorten this or turn it in the wall to allow clearances? Let me know as soon as you can so I can get these made Thanks ROLAND ORDONA Superintendent Primo Construction Inc. <mailto:roland@primosequim com> roland@primosequim com tel fax: mobile <http.//www.plaxo com/click_to_call?lang=en&src=jj_signature&To=360%2D452%2D 5950&Email=roland@primosequim com> 360-683-5447 360-683-6475 x(6/9/2009)Jim Mahlum RE. Rebar hook Page 2 <http.//www.plaxo com/click—to—Call?lang=en&src;=jj_signature&To=360%2D461%2D 1349&Email=roland@primosequim com>360-461 1349 <https://www.plaxo com/add_me?u=47244720789&src=client_sig_212_1_cardJoin&i nvite=1&tang=en>Always have my latest info <http.//www.plaxo com/signature?src=client_sig_212_1_card_sig&lang=en>Want a signature like this? (6/3, 009)Jim Mahlum RE. Delamination Fix-Change Order M v W �m Page 1 j From <ab@brighteng com> To 'Roland Ordona <roland@primosequim com> 'Stan Cruse <SCruse@param Date 5/20/2009 12.01 PM Subject: RE. Delamination Fix Change Order CC Jim Mahlum <Jmahlum@cityofpa.us> 'Diane Lenius <DLenius@parametr Stan/Roland Masterflow 550 is acceptable Ade Bright, PE, SE Bright Engineering, Inc. -Original Message- From Roland Ordona [mailto-roland@primosequim.com] Sent: Wednesday May 20 2009 9 56 AM To Stan Cruse Terry Weed, James Dugan Cc: Jim Mahlum ab@brighteng com Diane Lenius Subject: RE. Delamination Fix Change Order Stan/Ade I just spoke with a BASF rep in Seattle, and he told me that 'Masterflow 500' was no longer available He suggested Masterflow 928(a more expensive product)which he calls the Cadillac or grouts or masterflow 555 Could you review these products and let me know which one you would like, or if you have another product in mind -Original Message- From Stan Cruse [mailto SCruse@parametrix.com] Sent: Tuesday May 19 2009 11 51 AM To Terry Weed James Dugan Cc- Jim Mahlum ab@brighteng com Diane Lenius Subject: RE. Delamination Fix Change Order Terry Answers requested 1 Use 5' schedule 40 PVC pipe http.//www.apiplastics com/pvc_pipe_dimensions html 2 Hooks are to be detailed fabricated and erected in accordance with the Manual of Standard Practice for Detailing Reinforced Concrete Structures per ACI 315 in the structural notes Please let us know what day next week other than Monday(Holiday) you would like Ade there. Parametrix 40th Anniversary 1969-2009 inspired people inspired solutions making a difference Stanley C Cruse, AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax:253 752 9865 cell 360 710 6425 scruse@parametrix.com ? Before printing, please think green i(6/f��009)Jim Mahlum RE Delamination Fix Change Order Page 2� -Original Message- From Terry Weed [mailto-tweed@clallamtransit.com] Sent: Tuesday May 19 2009 9.51 AM To James Dugan Stan Cruse Subject: FW Delamination Fix Change Order Terry G Weed CLALLAM TRANSIT General Manager 360-452 1315 -Original Message- From Jennifer Howell [mailto:jen@primosequim.com] Sent: Tuesday May 19 2009 9 17 AM To Jim Mahlum 'Roland Ordona' Cc: 'Glenn Cutler' 'Kent Myers' 'Steve Sperr' tweed@clallamtransit.com Subject: RE. Delamination Fix Change Order Jim Please see the attached signed change order Please note that Roland is still waiting on some answers from you with regard to the pipe before he can order it. Should we get these answers today we are requesting that Ade be on site Monday as we will start chipping. Thank you Jennifer -Original Message- From Jim Mahlum [mailto.Jmahlum@cityofpa.us] Sent: Tuesday May 19 2009 8 37 AM To Jennifer Howell Roland Ordona Cc- Glenn Cutler- Kent Myers, Steve Sperr• tweed@clallamtransit.com Subject: Delamination Fix Change Order Jennifer& Roland Attached is Change Order Number 52 for the delamination fix. Please sign and return for final signature Consider this as authorization to proceed with the work as outlined in the attached change order Jim N U 8 1-O" A WWF4x4-W4xW4 NOTES, 1 "EPDXY" SHALL BE HILTI HIT 150 OR APPROVED EQUAL. 2. CONCRETE TO HAVE COMPRESSIVE STRENGTH f'c = 4000 psi AT 28 * _! DAYS, 3/B MAXIMUM SIZE AGGREGATE. IL3. REINFORCEMENT TO ASTM A615 fy = 60 ksi. f • • • • • • • 4. BEARING PAD TO BE JW INC MASTICORD OR APPROVED EQUAL. "� ^ 5. NON-SHRINK GROUT SHALL BE MASTERF.LOW 500 BY MASTER BUILDERS OR APPROVED EQUAL A/ _ 4-3" 3"-D' AS BUILT Al 6. DOWELS SHALL NOT COMPROMISE EXISTING WALL REBAR. DOWELS SHALL HOOK OVER INTERIOR VERTICAL WALL BARS. PLAN HDPE PIPE SLEEVE"OD SCALE. 3/4"=1'-0" TAPE SEAM TO KEEP OUT CONCRETE I 6 A 8 EXISTING SLAB m PB3 f RECEI7-no- ---EXIST ! I PLAZA EL 21-7" - " 4"DIAMAY 1 8 EXISTING WALL j DI PIPE d s .I CITY OF PORT ANGELES N BEARING PAD AND BUILDING DIVISION W COMPRESSIBLE EXISTING 1 r FILLER DIAGONAL WALL �^ V REMOVE LOOSE I " CONCRETE AROUND BEAM i t • • .• • • PB3 •• • .• :• .• • 't I1•• • • '•#6®12 EF i I PLANHOOK TOP • • • • 1 • j • •!I i • • • • b• 41N-• ,• -• • • II• •I I 00 #6012 OF • • • • • • •` • • ALT HOOKS I II it I I I it I: #6012 IF BEARING PAD 6x30x1/2" GRADE SLAB (GLUE TO UNDERSIDE OF I, EL 10 o— BEAM) �1-6 1/2" • s EPDXY 64#SJ�EMBED B 1/2" I I BONDING AGENT 112-FILLEROMPRESSIBLE INTO EXISTING WALL SEE NOTE 6 REMOVE LOOSE CONCRETE AND*CLEAN SURFACE FOR E7/2"x6 x30 w/ NON-SHRINK GROUT (2) 3/4"DIA x4" REMOVE PIPE CLAMP • • STUDS ® 18 GA AND REINSTALL AFTER 1-0' 1-0'±]. SLEEVE IS IN PLACE m ELEVATION SECTION �� DETAIL SCALE. 3/4 =1-0" — 8R> G 6..• C�� i�` SCALE. 3/4=1-0' — SCALE. 1 1/2"=1-0" NO. REMSIDNS DATE BY DE'GNED O 2' ` A. BRIGHT L f BRIGHT ENGINEERING, INC - SNEET No DRAWN TA INC6SS FULL SCALP , ,�� ca�,eulting St—tumf a M41�'nyrneesing PORT ANGELES INTERNATIONAL FS-18 E. THOE lF A'AT SCALE ACCORD7NCLY ^fin'•., �'"V? ,� 1809 M Avm—, .7 .te 1100 GATEWAY TRANSPORTATION CENTER C ! PIPE ENCASEMENT 15-13-09 P. BRIGHT CNECI(ED S6 NC -J B BOB MAST 2-24-09 COMMMENT 13-6-09 A. BRIGHT AS SHOWN At-t' Seattle IIA 98101 ! A BRIGHT AFF70VE0 DAIS JOB vVMBER 7'NAME REPAIR T o6-6Z5-5777 'a 208-ezS-1851 A 2-10-09 A I PB3 5-13-09 11 I6.�31R FS-i8.Ew9 a B A —1 1-6 WWF4x4—W4xW4 U 1NOg'OXY' SHALL BE HILTI HIT 150 OR APPROVED EQUAL 2. CONCRETE TO HAVE COMPRESSIVE STRENGTH Pc = 4000 psi AT 28 .'.Rf _ _ _I DAYS, 3/8 MAXIMUM SIZE AGGREGATE. S p • • • :1* I� • • J. REINFORCEMENT TO ASTM /i615 fy = 60 ksi. • • L10 Lot • • • I '4. BEARING PAD TO BE JVI INC MASTICORD OR APPROVED EQUAL. a� 3 I M v + I 5. NON—SHRINK GROUT SHALL BE MASTERFLDW 500 BY MASTER BUILDERS ^ ^ OR APPROVED EQUAL Al— 4'-3" 3'-0' _ Al AS BUILT 6. DOWELS SHALL NOT COMPROMISE EXISTING WALL REBAR. DOWELS SHALL HOOK OVER INTERIOR VERTICAL WALL BARS. (2) HALF ROUND PLAN HDPE PIPE SLEEVE"OD SCALE. 3/4`=1—D" TAPE SEAM TO KEEP OUT CONCRETE B A 8 I EXISTING SLAB m P83 I PLAZA EL 21=7" I i EXIST 4"DIA s EXISTING WALL D! PIPE. a •' BEARING PAD AND COMPRESSIBLE 1 s FILLER EXISTING _ a DIAGONAL WALL REMOVE LOOSE CONCRETE AROUND BEAM PB3 � I • • . • • . '• M • • • • • • p• I—o". ,¢'6012 EF I PLAN • HOOK TOP • • • • ;• •` �I co 2" CONC I I � to � COVER • • • • • !I !• 44 II ' 1 1 2` CONC I s I I I • • COVER • • • • • ! i• •I co I X60120 F • • • • • I • • ALT HOOKS I iF j F I I I a • • BEARING PAD 6x30x1/2" #6012 IF 1 ; GRADE SLAB (GLUE TO UNDERSIDE OF- -c F " E 1L 0 0 BEAM) ��1'-6' 1/2` • EPDXY 64#51— EMBED 8 1/2` APPLY CONCRETE 1/2' COMPRESSIBLE INTO EXISTING WALL.SEE NOTE 6 I r BONDING AGENT FILLER REMOVE LOOSE CONCRETE EI12 x6"x30" w/ AND CLEAN SURFACE 'DIA W FOR ' NON—SHRINK GROUT • • S(2) 31 8 GA i REMOVE PIPE'CLAMP IIA AND REINSTALL AFTER 1—0"1 SLEEVE IS IN PLACE m ELEVATION �A� SECTION DETAIL SCALE. 3/4"=1—0` — F . w BRi��f OG` SCALE. 3/4"=1'-0" — SCALE. 1 1/2 =1'-0' — ND. RENSIONS DATE By oE51BRIG D _ BRIGHT ENGMMING,INC s+E�c Nu .D„ �,T ` ConsuK8�6 SOuctural&Civil ffo?& eerinp PORT ANGELES INTERNATIONAL x-78 �.e rNca—rS p�S�,.e GATEWAY TRANSPORTATION CENTER L THOE LF Nal'scare accortnrvctr r, 6 1808 7th Avenue, Suite 1100 C .PIPE ENCASEMENT 3-13-09 A BRIGHT tlffCXED SCALE AL'� Seattle IIA 68101 B BOB MAST 2-24-09 COMMMENT 3-B-09 A BRIGHT AS SHOWN 206-6P6=8777 Far 206-625-1851 REPAIR A T P B 3 APPR VED .DATE JOB NUTABER in'NAME A, 2-10-09 A BRIGHT 5-i}09 111fi:03R FS-1&,I (5/6/2009) Linda Parigrle Fwd Re PDN-Tom Callis- Records Request Page 1 From Nathan West To, James Lierly, Linda Pangrle, Sue Roberds Date: 5/5/2009 11 35 AM Subject: Fwd Re PDN-Tom Callis Records Request Please ensure you provide to me all records of communication per Becky's email below and no later than 8.00 AM Friday May 8th. Keep in mind this only applies to communications between us and the external entities between the dates of September 1, 2008 to April 10,2009 Thanks iQ g�vev �o Nathan >>> Becky Upton 5/5/2009 1105 AM >>> -40 �v Tom clarified the request: 'Communication between the city and Clallam Transit relating to the structural problem with the pavilion's eastern foundation wall and proposed repairs, and communication between the city Krei Architecture, Parametrix,and Bright Engineering on the same subjects. This includes communication from the city to those parties and from those parties to the city Based on this clarification, Mr Callis did not ask for City to City communications. Becky 1(4/13/2009) Nathan West Gateway Project g From. 'Tracy Gudgel' <tracy@zenovic.net> � C To 'Nathan West' <Nwest@cityofpa.us> Date: 4/13/2009 158 PM Subject: Gateway Project Nathan, The following is a list of the documents that I believe should be included: 1 Original Structural Calculations which do have a small set of the structural drawings. It may be wise to add a note about the 45 degree wall and the fact that it doesn't show in the calcs. 2. A copy of all my letters If you would like dates I can get them to you. First one 9-12-08 last one 4-1-09 3 A copy of Brights letters, some of which are noted below 4 A copy of Transits Letter dated March 25 with Bright's response dated March 30 and My response dated April 1 2009 (my letter is one of the letters noted in item#2 above) 5 Brights repair plan dated 3-6-09 6 Masts Letter dated 2 24-09 7 Brights Calculations and Sketch Dated 2 10-09 8 Masts Report Dated January 23 2009 9 Notes of Meeting with Mast dated 1-2-09 10 Brights response.dated October 28 2008 11 Email from Bright to Ingo Primo etc dated 3-5-08 which is reply to Ingo's email dated 3-4-08 which includes pictures of spalling etc. 12. Pictures I took dated 9-22-08 which show the spalling and other cracks. These pictures are not labeled as to location. Let me know if you need something else or need me to put copies together Tracy Gudgel, Zenovic&Associates, Inc. 4 Lincoln Street Station 403 S. Lincoln St. Suite 4 Port Angeles, WA 98362 (360) 457-4343 Track your packages at our website www.lincolnstation.us 06 �3 Shipment------------------- \ FedEx Ground Commercial Ship To Kip Gatto Wiss, Janney, Elstner Assoc., Inc. 960 South Harney Street SEATTLE, WA 98108 Package ID 75106 10.99 Expected arrival Thu 04/16 11 59 PM Actual Wt 7 lbs 2 ozs Rating Wt 8 lbs Pkg Dims 12.15 x 12.15 x 9.15 Packing 2.00 Large Cube Box 2.00 TX Peanuts 1/4 c 2 @ 0.10 0.20 TX SUBTOTAL 15.19 TAX Standard Sta on 2.20 0.19 TOTAL TEND Acct - Credit 15.38 Account 1 City of Port Angeles 04/15/2009 #79457 10 06 AM Signature a Gys�0 All shipments are subject to t terms and conditions posted in the store at Page 1 of 1 Sue Roberds - FW Pt Angeles From "Bill Roberds" To "'Sue Roberds"' Date 4/9/2009 4 17 PM Subject- FW Pt Angeles From Richard Howell [mailto Richard W Howell@us.mwhglobal.com] Sent: Thursday, April 09, 2009 3 33 PM To: 'bill@cpifiber.com' Subject: Fw• Pt Angeles Bill plz forward to Sue I just was talking with her and she knows a msg like this (below) is coming Thx. Dick RW Howell LL 425 896 6983 BB 425 503 6656 From Hijazi, Mark To Richard Howell Sent: Thu Apr 09 16 30 33 2009 Subject: RE Pt Angeles Hi Dick: I was in meeting all afternoon I talked to Doug Jamison and he is happy to help I will have him call Nathan and let them talk. Regards Mark H. Hijazi,P.E. Senior Structural Engineer HDR I ONE COMPANY I Many Solutions 500 108th Ave. N.E Suite 1200 1 Bellevue WA 198004-5549 Main 425 450 6200 1 Direct:425 450 7116 1 Fax:425 453 7107 Email- Mark.Hijazi hdrinc.com From Richard Howell [mailto Richard W Howell@us.mwhglobal.com] Sent: Thursday, April 09, 2009 12 20 PM To: MMHijazi@comcast.net Subject: Pt Angeles Mark, The person to call is Nathan West. He is in mtgs in Belllingham today His tele is 360/461-5967 file.//C \Documents%20and%20Settings\Sroberds\Local%20Settmgs\Temp\XPGrpWise\4 4/10/2009 (4/7/2009) Nathan West-structural engineer -..____._«_ m__ T_- _ Page 1 , From William Bloor To: Kent Myers, Nathan West; SCroll@kbmlawyers.com Date: 4/6/2009 4.34 PM Subject: structural engineer ** Confidential ** CC: Ann Bennett I spoke with Ann Bennett this afternoon. She agreed that WCIA will pay for a structural engineer to consult on the current Gateway questions. These are the conditions: the engineer will be hired through KBM, the engineer will be considered an expert retained to advise the City Building Official on the application and interpretation of code issues the engineer will be preserved as an expert witness in the event any litigation follows; the engineer will not be asked to design a fix,only to advise the City Building Official on whether a fix proposed by the project engineer does or does not satisfy the applicable codes. ANN- If I have misstated, please correct. KENT STEPHANIE, NATHAN: I suggest that within the next 24 hours we take a few minutes(should not take more than 15 minutes)to coordinate and talk about the next CC meeting. Thanks. Bill William E. Bloor City Attorney Port Angeles 360 417 4531 wbloor@cityofpa.us ATTORNEY-CLIENT PRIVILEGED COMMUNICATION CONFIDENTIAL NOT FOR PUBLIC RELEASE Page 1 of 1 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: Jim Mahlum, Sandie Barnhart, tweed@clallamtransit.com, igoller@xltech.com Cc: Diane Lenius; James Dugan, Tom De Laat, Roger Horton Date- 04/03/2009 09.44.03 AM Subject: Certificate of Substantial Completion TEXT.htm PA Gateway SubS..tan.Cowl. 4-03-09_pdf Jim, See attached Certificate of Substantial Completion for signatures. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com<mai tto:scruse@parametrix.com> file.//C \Documents and Settmgs\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 1 of 5 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: Jim Mahlum, amanda@primosequim.com Cc: Sandie Barnhart, tweed@ctatlamtransit.com; igoller@xttech.com Date* 04/03/2009 08.09.40 AM Subject: RE. West Garage Certificate of Substantial Completion I cannot use this form I received from Ingo it is water marked with Reproduction I cannot legally use as an AIA member I will use a Krei form. I will have it for you today Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com -Original Message- From Jim Mahlum [mailto:Jmahlum@cityofpa.us] Sent: Friday April 03 2009 7.24 AM To. amanda@primosequim.com Cc: Sandie Barnhart; tweed @c[allamtransit.com; Stan Cruse- igoller@xltech corn Subject: West Garage Certificate of Substantial Completion Amanda, Here is a pdf of the Certificate of Substantial Completion with all of the signatures for your files. Jim file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 CTS.and COPA Meeting Port Angeles International Gateway Project Wall Repair Under PB3 April 3, 2009 Attendees Craig Miller Attorney, CTS Glenn Cutler Director PW&U CTS and COPA Nathan West Building Official, COPA Tracy Gudgel Building Official Consultant, COPA/Zenovic Dennis Dickson Senior City Attorney, COPA Agenda 1 Introduction - Purpose of Meeting (Clallam Transit) 2 Expectations for meeting framework (CTS and COPA) 3 Clarification of Building Official's Position (Nathan West) 4 Berger/Abaco clarification of 24 February 2009 Ltr (Bob Mast) 5 Code Sections 117 and 17 5 (Bob Mast and Tracy Gudgel) 6 Discussion btwn Mast and Gudgel (Bob Mast and Tracy Gudgel) 7 Path forward (All) Tentative Agenda I Introduction—Purpose of Meeting(GC) 2. Expectations for meeting behavior(NW, GC) a. We are here to help clarify the issue so that you as the proponent can get it resolved. b We are not here to be threatened or interrogated. If that occurs we will have no choice, but, to discontinue the meeting. 3. Clarification of Building Official's Position (NW, TG) a. My primary goal is to protect the public's health, safety and welfare b Second goal is to ensure that this project complies with the building code c. Of primary concern is that we have not received calculations that reflect the latest design. d. The calculations we have received do not meet section 117 of ACI 318 e We do not have a choice the project must comply with code f. How do you propose that I approve something that does not meet code? 4 Mast Comments on Building Official's Position (BM) a. Do you agree that Section 117 applies? b If no, lets assume that it does how can we get a design and documentation that comply with that section. 5. Discussion btw Mast and Gudgel (BM,TG) a. Solutions to complying with code 6. Determine path forward (all) a. What would it take to get us the necessary calculations b Pre approve fix drawn by Mast? Written? Tentative Agenda 1 Introduction—Purpose of Meeting(GC) 2. Expectations for meeting behavior(NW, GC) a. We are here to help clarify the issue so that you as the proponent can get it resolved. b We are not here to be threatened or interrogated. If that occurs we will have no choice, but, to discontinue the meeting. 3. Clarification of Building Official's Position (NW, TG) a. My primary goal is to protect the public's health, safety and welfare b Second goal is to ensure that this project complies with the building code c Of primary concern is that we have not received calculations that reflect the latest design. d. The calculations we have received do not meet section 117 of ACI 318 e. We do not have a choice the project must comply with code f. How do you propose that I approve something that does not meet code? 4 Mast Comments on Building Official's Position (BM) a. Do you agree that Section 11 7 applies? b If no, lets assume that it does how can we get a design and documentation that comply with that section. 5. Discussion btw Mast and Gudgel(BM, TG) a. Solutions to complying with code 6. Determine path forward (all) a. What would it take to get us the necessary calculations b Pre approve fix drawn by Mast? Written? Krel Architecture Form 01-CN-02/Rev.12101 CERTIFICATE OF SUBSTANTIAL COMPLETION Project: Port Angeles International Date: April 3,2009 Owner-Claliam Transit System Gateway Transportation Center 830 W Lauridsen Blvd. 123 E. 15t Street Port Angeles,WA.98362 Port Angeles,WA.98362 Contractor- primo Construction,Inc. Project Number, 701-3116-001 970 Carlsborg Road Sequim,WA.98382 Date of Issuance: April 3,2009 The Base Bid construction Transit Building, Elevator and Transit Lanes and DESIGNATED AREA SHALL INCLUDE: Sidewalks. The Work performed under this Contract has been Inspected by authorized representatives of the Owner Contractor and Engineer and the Project(or designated area of the Project, as indicated above) is hereby declared substantially completed. The Substantial Completion Date for the designated area is_ April 3, 2009 which is also the date of commencement of all warranties and guarantees required by the Contract Document. The Contractor has complied with all the requirements of Substantial Completion, as stated in the GENERAL CONDITIONS of the specifications for this Project. `� use,AIA, EED v.2AP Architect C. DAITE rei Archre The Contractor accepts this Certificate of Substantial Completion and agrees to complete or correct the Work on the list of items appended hereto within 0 calendar days from the Date of Substantial Completion,thereby making Completion of Work on the list by 0. CONTRACTOR BY DATE The Owner accepts the Project or Designated Area thereof as substantially complete and will assume full possession thereof on April 6,2009. SIGNATURE DATE The responsibility of the Owner and the Contractor for maintenance, heat, and utilities shall be as set forth on the attachments. Owner maintenance is only assumed upon completion and submittal of approved manufacturer's O&M Manual. (NOTE. Owner's and Contractor's legal and insurance counsel should determine and review insurance requirements and coverage.) ATTACHMENTS(Describe): NONE • JOS � - I I / N G� 1 L S I WASHINGTON, U S A Community & Economic Development Department April 2, 2009 Jim Mahlum Project Manager Public Works and Utilities Department City of Port Angeles 321 E.Fifth St. Port Angeles, WA 98362 Subject: Gateway Project—Bright/Krei Letter Dated March 30,2009 1 • Dear Mr Mahlum. I am directing this letter to you as applicant and project manager of the Gateway project. Glenn Cutler, Director of Public Works and Utilities, provided me with the above mentioned letter The March 30"'letter was not responsive to those concerns identified by Zenovic and Associates' letters dated February 18, 2009 February 26,2009, and March 9,2009 Most importantly this office has not receiveddocumentation that the proposed.fx complies with Section 117 of ACI 318-62 In addition to the letters mentioned above,please find attached a confirming letter from Zenovic and Associates dated April 1,2009 Bright's assertions that,his calculations and design drawings for the repair demonstrate a"satisfactory fix,"and that in his opinion a simple repair of the spall is"sound"do not meet the requirement for showing actual compliance with the code. Finally, I would like to reiterate an.issue I communicated at a meeting held on October 9,2008 and on multiple occasions since that meeting. If you question the qualifications or credentials of the Building Official's contracted engineer(Zenovic and Associates),I am willing to hire an additional structural engineer to continue with building code review on these remaining items of concern. To date,you have advised that you.do not wish to proceed in this manner I look forward to your response. Sincerely, athan A. West,AICP Director of Community and Economic Development CC. Glenn Cutler Director of Public Works and Utilities,City of Port Angeles Kent Myers,City Manager City of Port Angeles Im k n tj ryy� 1 4 hone 360-41 / 47507 4711 Vill RAN 4j.M R - 301 East 6th Street,Suite I & ASSOCIATES Port Angeles,Washingtori 98362 1 N C 0 R P 0 R A T E D (360)417-0501 Fax(360)417-0514 April 1, 2009 E-mail:zeiiovic@61ympLis.net Mr Jim Lierly City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly- I have reviewed the letter dated March 30 2009 from Ade Bright to Parametrix. This letter does not address the items in the letter dated March 25, 2009 from Terry Weed.of Clallam Transit to Jim Dugan of Parametrix which also relates to my Item #1 of my letter dated March 19 2009 It should be noted that from a review standpoint, this office is. obligated to review the proposed repair plan and,calculations for conformance with applicable codes. In regards to Item A,this office has not seen revised calculations for the current design which uses #5 dowels rather than the#6 dowels shown in the original set of calculations. These must be submitted for review and approval of the current proposed repair plan I have dated March 6, 2009 It should be noted that the March 6th plan I have from Bright Engineering does not specify spacing and edge distances for the dowels on the plan which will be required to provide a complete review In regards to Item B no calculations have been submitted for review regarding this issue. In regards to Item C revised calculations or documentation from Hilti, the manufacturer of the specified epoxy, shall be provided to show that the dowel embedment depth, where installed in the area of the spall have sufficient embedment depth to develop the yield strength of the reinforcing bars on each side of shear plane as required by ACI 318 Issues related to Items D, E, and F are not being addressed by this office at this time Please feel free to call if you have any questions regarding this matter Sincerely, >�1i J D� f�1AS NC Tracy Gudgel, P E. Fc- JN 08091 V -P-right E—ngmeering Inc Consulting Structural and Civil Engineering March 30 2009 BEI# 116 03R Parametrix,Inc. Attn. Stan Cruse,Project Manager 2102.N.Pearl Street, Suite 301 Tacoma,WA 98406 RE. PORT ANGELES INTERNATIONAL GATEWAY Second Response—Repair Comments Forwarded by Terry Weed of Clallum Transit System Dear Stan. Items A,B & C We have responded to those comments in our letter dated March 18,2009 as well as in our letter related to occupancy dated March 24, 2009 We have provided calculations and design drawings for the repair which demonstrate a satisfactory fix. Please note that the facing wall under question is not required as we have stated all along. The facing wall was hesitantly included in order to pacify those concerned with"catastrophic"collapse of the structure In our opinion, a simple repair of the spall is sound. Again,the facing wall was designed to be a `belt and suspender' support in the highly unlikely event PB3 loses complete support from the exterior wall. This design and calculation was reviewed by ABAM and found'acceptable. Even if Zenovic and Associates disagrees with our design or cannot follow our calculation,the second paragraph of ABAM's letter dated February 24 2009, explains the loading mechanism of the facing wall for a non-technical person. ABAM suggested a minor revision to our detail, which again has been incorporated into our revised drawing, and yet Zenovic and Associates continues to question the design. Item D We will provide formal specifications as to how much concrete should be removed once we clear the huddle of the facing wall However specific surface preparation shall meet the requirements of the product manufacturer Our professional liability does not cover product design or warrantee products. Item E. We will provide formal pipe encasement details when facing wall issue is resolved. Item F Direction to epoxy injection has been previously provided. cq 7` A S to iioo SE /g g8101 Pl o ub 625 ,711 ob.b 1651 1 n(o c7i <ng. Stan Cruse January 15 2009 Paget of 2 Once again, the continued trivial comments and editorials by Zenovic and Associates are unprofessional and are causing unnecessary delay and cost to this project. As the Structural Engineer of Record, I question the professional qualifications of Zenovic and Associates in reviewing a structure of this complexity They have thus far disregarded the opinion of a number of reputable Structural Engineers. Since we,-and not Zenovic and Associates,are professionally liable for the performance of this structure, we stand by our design regardless of Zenovic and.Associates speculative opinion. Please call me if you have any questions. Regards, O� WAA,gxl��� Ade J Bright, PE, SE {V �, ��✓� J O�,G 813 S nALE� S IVAL ��� '/0�0 sum , i ��''S�'y_f...i- J�I: S� ,• •'i!i.;i '\x'L:. }Tf�,Cu. .�^ i.., J,.t. —•ter SSN!% `�� <s.• YY.� 'li ..Mgi •\ti a'�.'i�r4:6 t J'� .ti9: f:-.,�nl..,`F'."r . PYX:,. ). •L��' � L' r. i a1. 7 a.t. S. •� t'fy i •{t }"i•Y y. .�µji:.�,�;v• r.i,aa:•};y e• •irrv';';,._4" t:_•. i �;t.i Gi 2• v ^_/xlc,- rc.�l ;T�. li�({ d'I,`H- �.� tS R i 141 '�:A !1C" I. '..w..'.x %\ J!r' :i!.; :#+>' ' . .;.i>, •�:i?,: !1 rV' :',,. .x�y' 1,.k.. y'!. !' rF ;t" 1� �! 5 11'7r'. c•f: .�. s. .F.`ri, r.l�'Z.S`. J�'r;:�TV'r'{i'."e 7+ S' }', •.s .•Y 1. .rJ+.; � .vt'"tt'h r^T�• k "rC�• :J_: .'.,- :�''•ri^".'St y>r: t >< .I.�u.��•� -.;R1 .1h•. .til _ .. .�:�„' yam.,.. _� •.�eF -i 'b' .ts t 4a;'.f''Y�y.. -}Yii,.--a+�;,yr^• s.}.'1'e+. _1 _ .d,Y t' J R ti; .,;j!- t. t•.i•.•. •,iLc.� `'.'•'�'.•`.•r'_. ..f'.� is I; 7; s'" k"ti±$Yv.•'C �Ijr .i... .f• .,ti, >s !i 1. . 301 East 6th Street,Suite 1 & ASSOCIATES Port Angeles,Washington 98362 INCORPORATED (360)417-0501 March 9,2009 Fax(360)417-0514 Mr Jim Uedy E-mail:zenovic@olympus.net City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles,WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Liedy As a follow up to my March 26,2009 letter the specific code sections that must be addressed in the calculations or documentation by the design engineer to allow approval of the proposed repair of the spalled area at P13-3 are as follows: 1 ACI 318-05,Section 117—Design for Shear-Friction(see requirements of this entire section) Existing spalled area to be reinforced to comply with this section. 2. ACI 318-05,Appendix D—Anchoring to Concrete—epoxy anchorage shall comply with this section and the appropriate ICC Evaluation report for the product specified. Please note that 1-1111111HY 150 does not comply with the requirements of 2006 IBC. Please feel free to call if you have any questions regarding this matter Sincerely, Tracy Oudgel,P.E. Q tiG� Fc: JN 08091 �o4wIPA Nr�ye�y n �ss1oN�- .4-_-& �[ �- `—`—�_��~ '��o�\ 4�0 .01 A P5 ]0l�on�63�co Suite| ASSOCIATES yxoA-rigJu'Wa,kiogmuY8962 / mcoarouxTso CITY OF PORT ANGELES Dept.of Community DevOlopment 1 (360)417-0501 February 28. 2UOQ Fax(36N4|7-05)4 Mr Jim Liedy E-mail:zeoov,c@h|ympuouo City ofPort Angeles Department of Community Development 321 EmstFifth Street Port Angeles,VVAQ83O2 SUBJECT Port Angeles International Gateway Dear Mr Liedy- Thiooffioohounovimxwedthe|eUerdated2/2400fromRobertK8motconoemingthepropooadopaUnepoir under PB-3dated proposed byBright Engineering, Inc(2/100Q). Subsequently |discussed the letter with Mr Mast and reviewed the recommendation by Ingo Goller of Exeltech(2/25/09)and a response from Stan Cruse ofPmrmmethx(2/350Q). Based on this review mycomments are: ThopnopnaedaddiUonofUeoacnoumthe^b|onKameowmu|dhe|paddronothaohearhicUohioouem noted in my review letter regarding this fix by reinforcing the proposed grout repair |tshould benoted that per AC|318the shear fhoUonloads should have been addressed inthe ohginn|design;/Nr �/NmsL ooncusv�thmyassessment. Therefore these proposed additional ties should bodesigned tomeet the required shear friction load determined by calculation to account for temperature,shrinkage forces and elastic shortening. These ties should be designed to develop the specified yield strength as noted in item#Qofmyletter nf2/18/OQ |tmay bepossible buuse smaller ties ourecommended byMr Mast and use epoxy anchorage. If the epoxy anchorage system cannot develop the yield strength to conform to requirements of ACI 318 as noted in item#4 of my letter then the ties should extend through the wall to comply with this requirement. |tshould benoted that inmyconversation with K8r Mast hestated that harecommended to Mr Bright that anchorage be extended through the wall to the back side. If this is not feasible it would seem that Ingo's recommendation to fill the entire area with concrete rather than using a grout repair and concrete might bomore appropriate. Closed ties could baincorporated nothat the concrete inthe spalled area would at least be integral with the new concrete wall and therefore create a mechanism to. resist shear friction forces with the proposed ties into the existing wall. |twould seem that the bearing pad ionot necessary* K8r Mast concurs with this assessment. BiminaUngthebeahngpmdandpouhngonugogminstthebottomofthoboamwmu|dminimiaethe chance ofavoid. Proper consolidation and extending the new wall above the soffit ofthe beam to create hydraulic pressure would further reduce this possibility |twould seem appropriate bolet the patch help carry the load since a failure in the existing wall and settlement onto the repair wall would create possible differential settlement issues with post tensioned beams being sensitive to differential settlement. Removal ofthe W dowels into the bottom ofthe beam iuappropriate and might actually eliminate additional concerns. The design ineer should provide a revised design complying with the recommendations of Mast's letter and the Code requirements noted above and the design should including use of the proper epoxy meeting requirements of ACI 318 with calculations complying with ACI 3180-5, including group action factor requirements. It is worth noting that this lack of shear friction reinforcement design discussed above is present under all the post tensioned beams in the structure although at this time no failures have surfaced except atP8-3. Sincerely 7W Tracy 8udge. P.E. Fc: JN 08091 301 East 6th Street,Suite I & ASSOCIATES Fax(360)417-0514 February 18, 2009 E-mail:zeiiovic@olympus.net Mr JimLierh Building Inspector City ofPort Angeles Department mfCommunity Development 321 East Fifth Street Port Angeles, WA 98362 18 2 SUBJECT Port Angeles International Gateway ELB CITY OF PORT ANGIELES Dear Mr Liady' BUILDING mv/u/uw This office has reviewed the proposed repair plan and calculations of the concrete spall under P8-3dated February 1O 2OOBfrom Bright Engineering, Inc. Based onthe review vvefind the proposed repair unacceptable with a number of issues that must be addressed. Following ioa summary ofthe issues noted inmynavievv' 1 The shear friction reinforcing is not placed in the area requiring shear friction reinforcing per ACI 318 Shear friction reinforcing iotypically placed to reinforce the assumed theoretical 20 degree failure plane under a concentrated load (i.e. the area ofthe spall) The reinforcing shown onthe plan ioplaced below this area and the new mmU would be acting as o cantilever to resist the shear friction forces. Without the shear reinforcing ocn000 the failure plane, the failure plane crack may re-occur otthe same location with the anchored vvaU cantilevering to resist the new wedge sliding into the boundary between the new and existing concrete. The top anchors inthe , ) proposed design would tend to see much more tension due to the cantilever effectson '-~ the wall and their proximity to the possible omounlmd failure wedge. 2. /\C| 31Grequires that 'shear friction reinforcement shall baappropriately placed along the shear plane and shall be.anchored to develop the specified yield strength on both sides byembedment, hooks, orwelding tospecial devices The proposed epoxy anchorage system does not develop the yieldstrength ofthe reinforcing bars specified. |twould appear that the only method todevelop the yield strength mfthe reinforcing would betoextend anchors through the wall tosomething behind the wall For clarification, the length of the hook in the new wall shall be specified in the plans to show that itdevelops the yield strength 3. The shear friction design-force should also include a tension force from the beam as indicated inACI 318 The force would beatleast the effects ofthe continued creep (from over 78Dkips ofpost tensioning)and shrinkage ofthe beam plus temperature shortening aowell aoaportion ofthe vertical load. The support wall with the epmUing not only has unintended partial base fixity but the adjacent 45 degree wall creates high restraint against the wall moving with the shortening mfthe beam |twould seem that the minimum applied horizontal tension value used in the shear friction design may be much higher than expected 4 The Hi}UHIT 15Oepoxy does not meet the requirements mfACI 318 Hi|tiHIT-RE 5OD- GOepoxy does meet ACI 318requirements but its capacity would not appear to develop the tension capacity of the#6 rebar with specified bond strength considering phi factors Calculations complying withthorequinomentoofAC| 318 (see AC308for post installed anchors referenced in ACI 318)shall be provided for review Calculations shall include conditions of both cracked and uncracked concrete Also aureferenced initem #2above shear friction reinforcing need tofully develop for the yield stress ofthe reinforcing bar Page 2 Port Angeles International Gateway February 18 2009 5 With the flexible bearing pad under the beam which does not have the rigidity of 1 concrete, it is difficult to imagine that the total vertical load of the beam will be transferred through the bearing pad into the new wall even through beam rotation, unless there is a failure in the existing wall or end of the beam which would lead to other complications That said, if the load does transfer into the new wall it would seem that the load may overstress the pile cap and also induce a moment into the pile with this loading and they should be analyzed for this loading. Based on my review and as noted above there are a number of design issues, including possible improper design for the shear friction forces, which need to be addressed prior to approval of the spalling/delamination repair under P133. As was noted in my previous letter it is also my recommendation that Robert Mast be involved in the review of the proposed repair not only because he is one of the fore-fathers in the concept of shear-friction but also because he gave recommendations as to the.proposed repairs including a design which takes into account shear friction. Please call me if you have any questions on this matter Sincerely ti U Tracy Gudgel, P.E. Fc: JN 08091 From BEI 206 625 1851 04/01/2009 14 59 #055 P 001/001 ­1„ BEAGERJABAW ENGINEERS INC PLANNING 37901 Nlnth Avenue soutfi 6ulte 300 ENGINEERING Federal Way Mleehlept0n 98003.2600 BERGER/AB" E N V I R O N M ENTAL 2061431 7300 FAX 2061431 2230 E N •G I N E E R S I N C PROGRAM MANAGEMENT +rerr.eb�m.eam 24 February 2009 0 Mr Craig Miller,Attorney 711 East Front Street,Suite A Port Angeles, WA 98362 Re, Port Angeles International Gatew;j Spall Repair BERGER/ABAM job No FABLD-09-115 Dear Craig: I have read the Bright Engineering letter of 10 February 2009 and the Zenovic&Associates letter of 18 February 2009 I understand the positions expressed in each letter There is a simple and direct way to think of how the repair works. The repair is a new 12-inch } wall that could provide support for PB-3 in the highly unlikely event that it would be needed. Because the "new wall" is not directly supported by the piles,the load would need to be transferred to the existing wall by shear friction. The eccentricity of the load to the plane of the shear friction is only 3 inches,not unlike the eccentricity of slab c mpressive forces in a composite T-beam in flexure. The gross area of the shear plane is about 7.5 by 8 feet, or 8,640 square inches. The nominal shear stress un,for a 361 kip factored load and a�of 0.75,is 56 psi This is extremely low According to 17.5.3:2 of the ACI 318 code, only minimum ties(50 psi x area) would be required. This amounts to 432 kips of nominal tension force in the ties. At 60 ks� this is 7.2 square inches of steel in the 41 ties shown in the repair drawing, or 0 18 square inch per tie. The purpose of the ties is to stitch the old and new walls together Because of this, I prefer to extend the distribution of ties across the 'blank' area below the beam, even if they are not counted as part of the tie reinforcement because of insufficient anchorage in the area of the spall. The size of the ties could be reduced to 95,or possibly#4. I see no need for the 3/4-inch dowels drilled into the beam, and I suggest their deletion. In summary it would be appropriate to approve the proposed repair with the suggested change., Sincerer Robert F blast,PE,SE Senior Principal 'CIVIL ENGINEERING IAN!)SUVEYING 301 East 6th Street,Suite 1 & ASSOCIATES Port Angeles,Washmgton 98362 INCORPORATED (360)417-0501 Fax(360)417-0514 April 1 2009 E-mail:zenovic@olympus.net Mr Jim Lierly City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly I have reviewed the letter dated March 30 2009 from Ade Bright to Parametrix. This letter does not address the items in the letter dated March 25 2009 from Terry Weed of Clallam Transit to Jim Dugan of Parametrix which also relates to my Item #1 of my letter dated March 19 2009 It should be noted that from a review standpoint, this office is obligated to review the proposed repair plan and calculations for conformance with applicable codes. In regards to Item A, this office has not seen revised calculations for the current design which uses#5 dowels rather than the#6 dowels shown in the original set of calculations. These must be submitted for review and approval of the current proposed repair plan I have dated March 6 2009 It should be noted that the March 6`h plan I have from Bright Engineering does not specify spacing and edge distances for the dowels on the plan which will be required to provide a complete review In regards to Item B no calculations have been submitted for review regarding this issue In regards to Item C revised calculations or documentation from Hilti the manufacturer of the specified epoxy, shall be provided to show that the dowel embedment depth, where installed in the area of the spall, have sufficient embedment depth to develop the yield strength of the reinforcing bars on each side of shear plane as required by ACI 318. Issues related to Items D E, and F are not being addressed by this office at this time. Please feel free to call if you have any questions regarding this matter Sincerely I ��i Ibcf Tracy Gudgel P E. coy Fc: JN 08091 Page 1 of 10 Internet Message Novell. Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan, Ingo Goller Cc: Jim Mahlum, sandieb@ctatlamtransit.com, Terry Weed[tweed@c[a[lamtransit.com] Diane Lenius, Bill Alton, Lindsay Murray- Roger Horton, Tom Ellis Date• 03/31/2009 09.18:09 AM Subject: RE. Gateway Substantial Completion by Krei le TEXT htm L7 .Ingo I am not aware that any punch lists were done on the Pavilion and Clock Tower by Lindberg Et Smith and their consultants (Structural, Mechanical, Et Electrical) and that we have not performed any punch list of the plaza, bridge and landscaping. The only areas addressed were the Transit building, perimeter sidewalks and Transit Mall. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710.6425 scruse@parametrix.com<mailto scruse@parametrix.com> From Ingo Goller [mailto•igoller@xltech.com] Sent. Tuesday March 31 2009 9-10 AM To- James Dugan Cc: Stan Cruse Diane Lenius, Terry Weed [tweed@clatlamtransit.com] sandieb@claltamtransit.com, Jim Mahlum [Jmahlum@cityofpa.us] Roger Horton Bill Alton, Tom Ellis; Lindsay Murray Subject: RE. Gateway Substantial Completion by Krei Jim; Hard to believe that I was able to confuse you, sorry about that. My contacting you was as a result of discussion with Terry Weed who indicated that Krei was the responsible entity to handle the substantial completion process. Your e-mail clarifying the role that Krei would provide a 'final punch list to make sure all work was accomplished in conformance to the contract specifications and that the construction management team would then affirm that all work on the punch list has been done is what then prompted me to advise you that that had been done The final punch list walk through took place on November 26, 2008. All items on the punch list provided by the A/E team have been completed, either corrective work, completion of work, or appropriate certification from responsible jurisdictions. If there is any compelling reason to have another punch list walk through, it can be arranged. But as I explained in my previous e-mail, since last November 26, the only item not actually seen by the A/E team was the topping slab on the plaza that was installed in early to mid February A copy of the completed punch list can be provided. Ingo Goller Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<maitto:igoller@xltech com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World'People Not Companies, Deliver Projects file.//C \Documents and Settings\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 2 of 10 Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be responsible for any losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files of text. From* James Dugan [JDugan@parametrix.com] Sent: Monday March 30 2009 9.34 PM To: Ingo Goiter Cc: Stan Cruse Diane Lenius Subject. RE. Gateway Substantial Completion by Krei Ingo I am confused. Are you or are you not asking for a final punchlist?We previously inspected the Transit Bldg and the sidewalks but not the rest of the project. Your phone call (and email) requested an inspection of the rest of the project. Your email below says A site visit therefore to do a final punch list walk through is not necessary Please clarify Thx. Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone- 253 752.9862 fax: 253 752.9865 cell. 253.278.8105 idugan@parametrix.com From- Ingo Goiter [mailto igoller@xltech.com] Sent. Monday March 30 2009 3 58 PM To James Dugan Cc: Terry Weed [tweed@clal[amtransit.com] sandieb@ctattamtransit.com, Jim Mahlum [Jmahlum@cityofpa.us] Roger Horton, Bill Alton, Tom Ellis, Lindsay Murray- Diane Lenius, Tom De Laat Subject: RE. Gateway Substantial Completion by Krei Jim, The final punch list was developed 11/26/08 by- Stan Cruse Krei Architecture Robert Kugen Parametrix Susan Smith Tres West Jason Bordash Tres West The individuals below also added items to the punch list. Tom Ellis Exeltech Sandie Barnhart Ctallam Transit Kevin Gallacci Clallam Transit Jim Lierly COPA Building Robert Vess COPA Public Works All items on the combined punch list except the refreshing of the pavement markings and completing the insulation under the transit building have been completed or accepted by the appropriate authority Work completed by November 26 2008, included all base bid work except for the topping slab on the plaza, additive B, Pavilion and additive C, clock tower The topping slab has been installed and all punch list work except for the two items mentioned above is now completed A site visit therefore to do a final punch list walk through is not necessary Ingo Goiter Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 3 of 10 Port Angeles, WA 98362 igoller@xltech com<mailto igoller@xltech.com> Ph: 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World*People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be responsible for any losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files of text. From: James Dugan [JDugan@parametrix.com] Sent: Monday March 30 2009 1 32 PM To Ingo Goiter Cc: Terry Weed [tweed@clallamtransit.com] sandieb@claltamtransit.com, Jim Mahlum [Jmahlum@cityofpa.us] Roger Horton, Bill Alton Tom Ellis; Lindsay Murray Diane Lenius, Tom De Laat Subject: RE. Gateway Substantial Completion by Krei Ingo Thank you for the email follow-up to your phone call. For clarification purposes only Substantial Completion is not done by Krei Krei Architecture has a part of the overall Substantial Completion process of steps. We final inspect and provide a punchlist. Primo does the work necessary to satisfy the completion of the items on the punchlist. Exceltech verifies the work is done There are a number of additional items for Exceltech to verify are done in addition to the punchlist inspection work by Krei Architecture to satisfy all the requirements of the contract for issuance of a Letter of Substantial Completion Receipt of OEtMs and Owner Training are a couple of those items. When all of the above is done and Exceltech verifies that it is done we (Arch of Record)will issue a Letter of Substantial Completion. Sample attached. We previously completed the final inspection of the Transit Bldg and the perimeter exterior sidewalks and submitted the resultant punchlist to you for administration. Please confirm. Our understanding for this current request is this is for inspection of the remainder of the project which will also result in a punchlist for your administration. Please confirm. I will advise the team accordingly of your request for final inspection. I will not know the date for inspection until they respond with their availability I would be remiss to guess in advance of that feedback. I am certain that Stan and I cannot this week. I will contact you as soon as I know more Thx. Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone- 253 752.9862 fax: 253 752.9865 cell. 253.278.8105 jdugan@parametrix.com From Ingo Goiter [mailto•igoller@xltech.com] Sent: Monday March 30, 2009 12:08 PM To: James Dugan Cc: Terry Weed [tweed@clallamtransit.com] sandieb@c[allamtransit.com Jim Mahlum [Jmahlum@cityofpa.us] Roger Horton, Bill Alton, Tom Ellis, Lindsay Murray Subject: Gateway Substantial Completion by Krei file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 4 of 10 Jim, As we discussed in our phone conversation this morning, COPA and the ClaRam Transit System folks are ready proceed with the acceptance for the transit facilities. Please arrange for processing the substantial completion for the facilities at your earliest convenience We are available any day this week. Ingo Goller Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto:igotter@xttech.com> Ph. 360 417 3803 Fax: 360.417 3097 Sustainable Engineering Solutions for a Changing World`People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any purpose without authorization is strictly prohibited Exeltech Consulting, Inc. shall not be responsible for any losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files of text. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 CITY OF PORT ANGELES 321 E 5TH STREET P 0 BOX 1150 PORT ANGELES WA 98362 s C E R T I F I C A T E O F O C C U P A N C Y T E M P O R A R Y Issue Date 3/30/09 Expiration Date 5/29/09 Parcel Number 06-30-00-5-0-0043-0000- Proper-ty Address 123 E FRONT ST PORT ANGELES WA 98362 Subdivision Name Legal Description TIDELANDS N210 OF W2 LT4 BL 1 SUR V40 P40 Property Zoning CENTRAL .BUSINESS DISTRICT Owner Clallam Transit System Contractor PRIMO CONSTRUCTION INC 360 683-5447 Application number 06-00001042 000 000 Description of Work COMM NEW CONST Construction type Occupancy type Flood Zone Special conditions March 30, 2009 12 13 52 PM 1pangrle This Gateway Project Temporary Certificate of Occupancy is limited to only those areas accessed on the west side of the transit building Fencing shall be maintained in accordance with the March 27, 2009 memo from the Director of Public Works and Utilities The east parking garage is excluded from occupancy at this time All outstanding issues are to be addressed within 60 days (May 29, 2009) A zoning lot covenant for the entire site must be filed prior to issuance of the final Certificate of Occupancy See the attached March 30, 2009 letter from Nathan West to Jim Mahlum for more details D Approved c0(NY`���,- � , Permit Te-66tctcAh , Building Official 5i Jn�fO� s h 6e h,l f VOID UNLESS SIGNED BY BUILDING OFFICIAL N-k*u.h n Wes+ 4'ORT NGELES WASHINGTON U SA Community & Economic Development Department March 30, 2009 Jim Mahlurn 4A Project Manager Public Works and Utilities Department City of Port Angeles 321 E. Fifth St. Port Angeles, WA 98362 Subject: Gateway Project—Transit Buildine Temporary.Certificate of Occupancy 123 E.Front Street—Buildinj!Permit 06-1042 Dear Mr Mahlum. This letter will serve as-notice that temporary occupancX of the Gateway Project Transit Building is hereby given. Temporary occupancy is granted as of this date based on the information provided in the March 27 2009 memo from the Director of Public Works and Utilities. At this time, occupancy is limited to those areas accessed on the west side of the building. Fencing shall be maintained in.accordance with the March 27th diagram of the above.mentioned memo Temporary occupancy is granted with the understanding that all outstanding issues will be addressed within 60 days (May 29 2009) Those issues have been identified in correspondence dated February 18, 2009,February 26, 2009 and March 9,2009 You are further reminded,that a zoning lot covenant for the entire site must be filed prior to Certificate of Occupancy. In addition to those items noted above, one ofthe areas excluded from occupancy(the east parking garage)results in-restrictionof multiple parking spaces and parking requirements not met. Should concerns be raised regarding those requirements during the period of temporary occupancy,mitigation may be required, or the temporary occupancy may be revoked. Upon satisfaction of the remaining items you will be required to request all necessary.inspections �k to ensure the entire facility satisfies occupancy code requirements. If you have any questions, please do not hesitate to contact me Sincerely 'y Nathan A. West, AICP Director of Community and Economic Development CC Glenn Cutler Director of Public Works and Utilities,City of Port Angeles Kent Myers,City Manager City of Port Angeles lM Phone 360-417-4750/Fax -,60-417-4711 Website wwwcityofpa.us/ Email smartgroVhdcityofpa.us rig 4'� 321 East Fifth Street P 0 Box 1150/ Port Angele!. WA 98362-0217 6-Pri,94 E—ngineering Inc Consulting Structural and Civil Engineering March 30,2009 BEI# 116 03R Parametrix,Inc. Attn. Stan Cruse,Project Manager 2102,N.Pearl Street, Suite 301 Tacoma,WA 98406 RE. PORT ANGELES INTERNATIONAL GATEWAY Second Response—Repair Comments Forwarded by Terry Weed of Clallum Transit System Dear Stan. Items A,B& C We have responded to those comments in our letter dated March 18, 2009 as well as in our letter related to occupancy dated March 24 2009 We have provided calculations and design drawings for the repair which demonstrate a satisfactory fix. Please note that the facing wall under question is not required as we have stated all along. The facing wall was hesitantly included in order to pacify those concerned with"catastrophic collapse of the structure. In our opinion, a simple repair of the spall is sound. Again,the facing wall was designed to be a"belt and suspender"support in the highly unlikely event PB3 loses complete support from the exterior wall. This design and calculation was reviewed by ABAM and found'acceptable Even if Zenovic and Associates disagrees with our design or cannot follow our calculation,the second paragraph of ABAM's letter dated February 24 2009 explains the loading mechanism of the facing wall for a non-technical person. ABAM suggested a minor revision to our detail, which again has been incorporated into our revised drawing, and yet Zenovic and Associates continues to question the design. Item D We will provide formal specifications as to how much concrete should be removed once we clear the huddle of the facing wall. However specific surface preparation shall meet the requirements of the product manufacturer Our professional liability.does not cover product design or warrantee products. Item E. We will provide formal pipe encasement details when facing wall issue is resolved. Item F Direction to epoxy infection has been previously provided. 1809 71' A, Suite IIOo S—We \YIA 98101-1381 I pho 2o6 6253777 1 fa 206.625 1851 1 nfo@6riekeng. Stan Cruse January 15 2009 Page 2 of 2 Once again,the continued trivial comments and editorials by Zenovic and Associates are unprofessional and are causing unnecessary delay and cost to this project. As the Structural Engineer of Record, I question the professional qualifications of Zenovic and Associates in reviewing a structure of this complexity They have thus far disregarded the opinion of a number of reputable Structural Engineers. Since we, and not Zenovic and Associates, are professionally liable for the performance of this structure,we stand by our design regardless of Zenovic and Associates speculative opinion. Please call me if you have any questions. Regards, NYA" 71 Ade J Bright,PE, SE 1 , 813 `SAL yo Aye^S lit w Date Topic To From Summary/Comments 1/26/2009 Gateway Project Krei's letter of response to delamination issue Nathan West Jim Mahlum Back and forth comments addressing comments to the cracking This memo asks for comments from the _ 1/27/2009 PAIG Nathan West, James Dugan Craig Miller Report attached in separate binder with calculations from the independent review done by Robert Mast and 1/27/2009 Re: Mast Report-2nd draft Craig Miller Glenn Cutler Comments to the Mast Report including a response from Craig Miller that items on Page 6 may not be appropriate for public release will be 1/28/2009 Gateway Project-West Parking Garage Temporary C of O Jennifer Howell Primo Nathan West satisfactorily addressed within 30 days from the date of temp C of O (by Feb 28 2009) 1/29/2009 PAIG Jim Lierly Tracy Gudgel After review of Bob Mast's report and conversation it is opinion that the Stop work order can be lifted and it is 1/29/2009 Removal of STOP WORK NOTICE PAIG Jim Mahlum Nathan West Lifting the stop work order placed on 11/21/08- no occupancy will be granted until the outstanding issues discussed on 10/9/08 are resolved issues 1/30/2009 PAIG Jim Lierly Tracy Gudgel still not addressed and some that need clarification-though does say that the independent report does address issues that were never addressed by Ade Bright 2/3/2009 Record of Meeting with Bob Mast Stan Cruse Ade Bright Meeting with Bob Mast in regards to hi sindependent review and agreed to some items 2/3/2009 Nathan West Terry Weed Bob Mast's indpendent review is complete 2/18/2009 PAIG Jim Lierly 1Tracy Gudgel After reviewing the proposed repair plan and calculations find them unacceptable 2/26/2009 PAIG Jim Lierly Tracy Gudgel After reviewing letter concdrning the proposed repairs, design engineer should prepare revised design complying to recommendations of Mast's letter have 2/27/2009 Re Gateway Wall Repair Glenn Cutler Nathan West written statement for area that is planned to be occupied and an engineer stamped statement saying this section 2/27/2009 RE. Gateway Project-West Parking Garage Temporary Occupancy Nathan West Jennifer Howell Inform that Primo has relocated exit signs done emergency lighting at stairway and delineated the turnaround- _ 3/5/2009 Pakring Lot Stall Dimensions for Gateway West Parking Garage Nathan West Glenn Cutler Recommended that parking plans for the garage as currently delineated be accepted as they meet the _ intent of 3/10/2009 RE. Gateway-West Parking Garage 115E Front Street Jennifer Howell Sue Roberds Temporary C of O extended for 30 days- items 1 2 and 5 have been inspected- remaining items 3 and 4 Temporary Certificate of Occupancy Building Permit 07 742 will be _ Gudgel's 3/13/2009 Latest design of delamination repair Craig Miller Terry Weed Steve Sperr 3/9/09 letter-gives 3 issues that need to be addressed before they can approach the building official with a design 3/18/2009 PAIG Response to Prepared Repair Comments Stan Cruse Ade Bright Responses to 2 items Zenovic has lack of regard for judgment of structural engineers involved with this calculations 3/23/2009 Conversation with Bob Mast Glenn Cutler Craig Miller were adequate, but was no documentation to confirm that the embedment proposed was sufficient for the#6 dowels completed- 3/25/2009 PAIG Building Occupancy Jim Dugan Terry Weed understand frustration with the continued demand for information but feel that the most appropriate action is 3/27/2009 Clallam County Transit Authority Zoning Lot Covenant Craig Miller Bill Bloor Sending another copy of the zoning lot covenant since Craig Miller did not receive the first one 3/27/2009 Temporary Occupancy for the Transit Building Nathan West Glenn Cutler Request temporary occupancy for 60 day period 3/30/2009 PAIG-Second Response- Repair Comments Forwarded by Terry Stan Cruse Ade Bright Weed of Clallam Transit System Have responded with calculations- provides explanation to certain items Gateway Project-Transit Building Temporary C of O Co be dealt 3/30/2009 123 E Front Street- Building Permit 06-1042 Jim Mahlum Nathan West with before May 29 2009 Temp C of O restricts much parking- if becomes problem additional mitigation orCof0 Date Topic To From Summary/Comments Principals meeting from 11/13/08 focused on resolving issue of completion of Plaza Deck, committed to completeing research by the end of last week to ensure building offic Consultant would have material- 11/18/2008 Int'I Gateway Delamination Summary Letter James Dugan Jim Mahlum but has not happened Time is important and a meeting had to be put on hold because information was not received-seek consideration from Bright Engineering concerning the provision of a method of construction completion in a shorter time frame than outlined in last direction given financial impacts are mounting addressing final decisionfor each item-must comlete P63 Delamination repair before Plaza deck 11/17/2008 Follow up to 11/13/08 Principals meeting Multiple items Terry Weed Jim Dugan loading monitoring fo the PT structure during Plaza Deck loading has been determined not necessary (other items 11/18/2008 Summa Letter Jim Lierly Nathan West Summary Tracy Gudgel Jim Mahlum was in email after meeeting 11/19/2008 PAIG Jim Lierly Tracy Gudgel Not all items from October letter have been addressed- have itemized those that have not been requested have still not been provided- monitorinig as was discussed in the 10/9/08 meeting must be incorporated immediately to ensure no further delays-will also continue to make options available for removing stop 11/21/2008 STOP WORK NOTICE Jim Mahlum Nathan West work order-due to continued review fees have gone beyond the review fees submitted with permit, additional time will be billed at cost occupancy of facility will not be permitted until City's Building Inspector approved been 11/24/2008 Re Gateway Building Officials Comments & Stop Work Notice Jim Lierly Nathan West Glenn Cutler instructed that as per a phone conversation between Glenn and Diane Stan is not to have any communication 11/26/2008 Gateway Project Delamination Fix Nathan West, Jim Lierly Jim Mahlum .Formal copies of the fixes for the Shoring design cack monitoring plan and calculations on how they 12/3/2008 Letter from 12/3/08 Tracy Gudgel Nathan West Please proceed with letter that was discussed yesterday Work COPA feedback received today Re. PB3/Wall conncection, shoring Order Gives background saying that all issues have been addressed and solutions have been submitted 12/2/2008 Design and monitoring plan-COPA BO did not approve Terry Weed James Dugan to the building department the advice of the building dept. in September and the Structural Engineer of record from the recommendations letter(11/19/08) not a fail safe shoring in case of structural failure during loading of the topping Islab- Proposed type and duration of monitoring have also changed and must be addressed - 12/8/2008 Response to November 26 2008 Gateway Project delamination fix Jim Mahlum Nathan West in review of the temp shoring plan by Bright Engineering a crack monitoring program must be approved, some items may be overstressed esp with the uncentered load -proposed location for the shoring also needs to be addressed provide calculations to show that with the negatvie movement the place will still be structurally sound-also address why a tight shoring system is proposed that does not allow movement at he 12/11/2008 Tracey Gudgel Nathan West feels uncomfortable of his abilitiy to evaluate the matter based on his capabilities (qualifications, resources etc. )to let him know immediately 12/12/2008 PAIG Project Nathan West Craig Miller Letter from lawyer for Clallam Transit System saying they are hiring an engineer for review and asking the 12/17/2008 PAIG West parking garage Jim Lierly Jennifer Howell Folllow up letter to the 9/29/08 Zenovic letter with responses to the itemized concerns 12/18/2008 Gateway Project Delamination Fix Nathan West, Jim Lierly Jim Mahlum Attachments from Krei and letter from 11/18/08 which was a suggestion not a directive- please provide answers by 12/23/08 Reviewed the 12/4/08 response letter from Poggemeyer responses are acceptable and adequately 12/19/2008 PAIG West Parking Garage Jim Lierly Tracy Gudgel address the issues. However item 2 concerning the cracking in the beam at the ends of the shear wall calculations are requested to show that the beam is properly reinforced for the reduced shear load- 12/26/2008 PAIG Jim Lierly Tracy Gudgel Reviewed memo from 12/17/08 wanting clarifications from COPA- purpose of letter is to provide clarifications _ 1/26/2009 PAIL-West Parking Garage Jim Lierly Tracy Gudgel Zenovic has reviewed the 1/23/09 response letter from Poggemeyer and issues have been adequately addressed and structure is safe to open Date Topic JTo From Summary/Comments 10/9/2008 Outline to 10-9-08 Delamination Meeting Stan Cruse, Jim Mahlum Lindsay Murray Meeting Minutes from the 10-9-08 Delamination Meeting: 10/10/2008 Outline to 10-9-08 Delamination Meeting w/comments Stan Cruse, Nathan West Lindsay Murray 10/16/2008 RE. Gateway West Parking Garage Letter dated 10-2-08 Jim Lierly Jennifer Howell All correspondence needs to be through main office-also a letter from Poggameyer that addresses the questions asked Your PE can refer to the book of calculations and plans submitted for permit 10/17/2008 Gateway Transit Center Punchlist Jim Lierly Ingo Goller Work progressed on Gateway to point that punchlists need to be developed want to do a walk through to 10/17/2008 FW- Meeting -Owner/Architect/GC#66 Jim Lierly Katie Garcia 10/17/2008 Meeting -Owner/Architect/GC#67 Jim Lierly Katie Garcia with each side (city and Bright Engineering) holding positions is best to bring in an independent 3rd party 10/20/2008 Gateway transp Center review of delamination/cracking docs Jim Mahlum Ingo Goller engineer to assess the cracking and conditons- regardless of 3rd party finding- BEI should be directed to provide interim repair design- long term repair will be dependent on 3rd party 10/20/2008 City's review of the Draft Delamination Letter Jim.Mahlum Ingo Goller 10/27/2008 Meeting -Owner/Architect/GC#68 Jim Lierly Katie Garcia the 10/28/2008 PA Gateway-West Parking Garage Jim Lierly Tracy Gudgel 9/22 letter was written prior to the 9/29!08 letter sent by Randy Gudgel needing more items addressed-- requests 10/28/2008 PA International Gateway- Response to Build Inspector and Stan Cruse Ade Bright Responses to Building Inspector's letter and meeting notes from 10/7/08- responses to concerns Meeting Notes are given 10/29/2008 PA Int'I Gateway West Parking Garage Letter to Primo Jennifer Howell Jim Lierly Formally supports the 10/28/08 letter sent by Zenovic that informs Primo that the issues of Zenovic's 9/29/08 10/31/2008 Meeting -Owner/Architect/GC#69 Jim Lierly Katie Garcia Stan Cruse Paul Brienen due to signif Loss in bearing from delamination of the wall can't determine if sufficient beam support 10/31/2008 RE. PA Int'I Gateway Plaza Deck Review (Krei Architecture c/o Parametrix) PCS Structural Solutions exists at this location-no additional items that would prevent the immediate build out of the deck to commence Whose evaluation indicates the deck is ready to load with some engineered shoring-asked by Krei to 11/3/2008 Gateway Project Krei's letter of response to delamination issue Nathan West Jim Mahlum forward to DCED he gave Letter by PCS appears to be only cursory review and not considered to be an independent 3rd party review does 11/6/2008 PA Int'I Gateway Jim Lierly Tracy Gudgel identify a discrepency between 50 psf PCS thinks is needed and the 150 psf figure used by Ade this needs to be addressed as to what affect this wiil have on the design -issues must be addressed prior to final acceptance 11/7/2008 Fwd: scanned image from Nathan West, Jim Mahlum Jim Lierly Satisfied with letter from Tracy Structural Calculations- Response to COPA Comments Stan Cruse Paul Brienen acceptable- 11/11/2008 PA Int'l Gateway Plaza Deck review (Krei Architecture c/o Parametrix) PCS Structural Solutions recommend using 6 inch embedment where possible, additional embedment lengths may help reduce potential 11/11/2008 Meeting Owner/Architect/GC#70 Jim Lierly Katie Garcia 11/11%2008 Thursday's progress meeting Ingo Goller Jennifer Howell Spoke with Jim-no need for Thurs meeting 11/11/2008 FW Thursday's progress meeting Roger Horton, Tom Ellis, Bill A Ingo Goller No meeting on Thurs- principals meeting still on 11/11/2008 Gateway Project Weekly Progress meeting Jim Lierly Lindsay Murray 11/13/08 meeting canceled 11/12/2008 PB 4 Cracking Ade Bright, Stan Cruse Ingo Goller Pictures showing cracking in P134 west of center beam (PB11) - More cracks visible now-w/o formal crack extraordinary costs are part of building permit fee as was necessaryfor department to independently seek 11/12/2008 Engineering Fees Gateway Project Glenn Cutler Sue Roberds engineering consultation due to the engineer of record being unresponsive when asked for specific information needed to address engineering concerns. Costs may continue until resolution is reached or engineer 11/12/2008 PA Int'I Gateway Plaza Deck Response to Tracy Gudgel comments Stan Cruse Ade Bright 11/13/20081 Preliminary Punch List Roland Ordono Tom Ellis IA copy of the preliminary punch list for the Gateway Project Date Topic To From Summary/Comments 9/18/2008 Gateway Sue Roberds Jim Lierly Summary of series of events 9/18/2008 Gateway Inspections Memo Nathan West Sue Roberds, Jim Lierly Memo of Jim Lierly's correspondence and inspections 9/19/2008 Plaza Loading Letter from Design Engineer Jim Lierly Glenn Cutler Ingo Goller Letter states the loading of the plaza deck should proceed to alleviate the distortion caused by the post tension forces 9/19/2008 FWD- Plaza Loading Letter from Design Engineer Nathan West, Sue Roberd Jim Lierly 9/19/2008 Gateway Delay Ingo Goller Jennifer Howell Letter informing Clallam Transit that Primo is experiencing delays due to a sop work direction unclear what the impact will be to schedule and cost 9/19/2008 RE. Plaza Loading - Letter from Design Engineer Jennifer Howell Ingo Goller Make sure to provide written notice once everyone has agreed that work can continue 9/19/2008 RE. Plaza Loading Letter from Design Engineer Glenn Cutler Jennifer Howell, Jim Lierly Nathan West, Sue Roberds Currently in contact with engineer and will contact you as soon as is resolved-continue with no loading 9/19/2008 Gateway Plaza Glenn Cutler Jim Mahlum Jim Lierly Nathan West, Sue Roberds Wanted more info on question if forms could be set on the deck of the plaza 9/19/2008 PAIG_Plaza Deck Jim Lierly Karen Fleming Explanation for spalling in the concrete-once fully loaded-this will not happen and then can repair the spalling Various Building Permit Application w/list of inspection dates Building Department 9/22/2008 FW- PAIG_Plaza Deck Tracy Gudgel Jim Lierly Wondering if letter is closer to what is needed Follow up letter to others and meeting w/Cuttler Mahlum West& Roberds-need info from engineer 9/22/2008 Port Angeles International Gateway letter from Tracy Jim Lierly Tracy Gudgel before proceeding with load-also some explanations of cracks do not represent what he is seeing in inspections 9/22/2008 FW- PAIG_Plaza Deck Jim Lierly Tracy Gudgel Called left message 9/22/2008 Work on PT deck Jim Mahlum Roland Ordono What Pimo needs to be able to do to continue working on the plaza deck 9/22/2008 RE. Work on PT deck Roland Ordono Jim Mahlum Primo is cleared to continue work on some items-hopefully by the time this work is done the other issues will have been addressed and the pours will be approved 9/22/2008 RE. Work on PT deck Jim Mahlum, Ingo Goller Jennifer Howell Critical path continues to be affected, once issues are resolved will provide necessary info on $and time 9/22/2008 PA International Gateway west parking garage letter James Bartee Robert Bourdages Suggestions for repair of the wall cracks 9/22/2008 Gateway Project Jim Lierly Tracy Gudgel 9/23/2008 RE. Gateway Project Tracy Gudgel, Jim Lierly Stan Cruse Document not scanned fully need to have a Structural Engineer stasmp and pictures 9/23/2008 RE. Gateway Project Jim Lierly, Stan Cruse, Tracy Gudgel Jim Mahlum Didn't receive anything -will continue pushing with Glenn to get the full doc 9/23/2008 Letter Jim Mahlum Stan Cruse Email bounced back because of size limits-the reason it wasn't received 9/23/2008 Gateway Jim Lierly Tracy Gudgel Letter with the stamp on it includes pics and sketches with descriptions supporting issues in the letter 9/23/2008 RE. Gateway Tracy Gudgel, Jim Lierly Stan Cruse Mistake again with attachment-send other page 9/23/2008 RE. Gateway Jim Lierly, Stan Cruse, Tracy Gudgel Jim Mahlum Copy of 2nd page 9/23/2008 Fwd Gateway Nathan West, Sue Roberds Jim Lierly 9/23/2008 Record of Communication Jim Mahlum Jim Lierly Pat Bartholick Scheduled a meeting at Gateway after hearing there was more cracking-Took photos-Tom at Excel commment was that he recommended not parking in either garage for 6 months- 9/25/2008 Short Duration Schedule James Bartee, Roland Ordona 9/29/2008 PA Int'I Gateway west parking garage Jim Lierly Tracy Gudgel Follow up to inspection performed on 9/23/08-additonal information will be needed beyond from the letter from Tracy engineer beyond original requests to explain the new cracks that were found 9/30/2008 Gateway Meeting Minutes from 9/25/08 Jim Lierly Katie Garcia 9/30/2008 RE. PA Int'I Gateway Plaza Deck response to Tracy Stan Cruse Ade Bright Responses to Tracy's 9-22-08 letter provides reasoning for items-justifies any cracking or delamination maintains adding the full load will prevent further cracking and can repair after that cracks are not 10/2/2008 Gateway Parking Garage (West) Primo Construction Jim Lierly After reviewing the report from Tracy parking layout doesn't meet requirements- 10/6/2008 Gatway status Glenn Cutler Jim Lierly Ingo Goller To make city aware that Primo is reduced to performing non-critical work and have reduced the number of 10/3/2008 Continue Work on Gateway-PT Deck Jim Lierly Tracy Gudgel Reviewed response from Ade Bright-response does not provide adequate support still need more info- shear-friction among some other issue may not have been addressed in design 10/6/2008 RE. Continue Work on Gateway PT Deck Ingo Goller Glenn Cutler no change in status-expecting a response this afternoon- Restriction is only placement of concrete on deck Terry Weed, Sandie Barnhart, 10/7/2008 FYl PAIG Meeting Confirmation - 10/9/08 @ 10am Exeltech Jim Lierly Glenn Cutler Nathan West, James Dugan Jim Mahlum Stan Cruse Ade Bright, Terry Gudgel, Ingo Goller Meeting to discuss issues related to the loading of the plaza deck 10/8/2008 Tomorrow's Meeting Regarding.Plaza Loading Jim Mahlum, Ingo Goller Stan Cruse Breakdown of the Zenovic document to facilitate-the meeting and address all issues item by item Notes on Itemized Zenovic list Jim Lierly Date Topic To From Summary/Comments 9/1/2006 Structural Calculations PA Int'I Gateway Transportation Center City of PA Krei Architecture a parametrix co 12/6/2007 PA Int'I Gateway Bonded Beam Calculations City of PA Rick Fine, PE 3/3/2008 West Garage Pile Records Jim Lierly Denis Miller 3/3/2008 RE. West Grage Pile Records Denis Miller Jim Lierly 3/4/2008 Delaminated Concrete Primo Construction, Patsy Busby Ingo Goller Jennifer Howell wanting a repair procedure for fixing delaminated concrete 3/5/2008 RE. Delaminated Concrete Ingo Goller Primo Patsy Busby Ade Bright Jennifer Howell Questions about the delamination 3/4/2008 FW Delaminated Concrete Stan Cruse Robert Kugen, Ingo Goler James Dugan 3/7/2008 FW* Delaminated Concrete Ade Bright, Ingo Goller Stan Cruse Happened when they stressed the beam 3/7/2008 Beam P3 Ade Bright Stan Cruse Photo indicates bearing area not width of wall 3/7/2008 RE. Beam P3 Ade Bright Stan Cruse 3/7/2008 RE. Beam P3 Stan Cruse Ade Bright picture shoes rebars cut 3/19/2008 Site Visit Report Prepared for KREI Prepared by Ade Bright Evaluate delamination of wall along grid B, directly below PB3 and PB5 Evaluate treatment of gap at expansion joint 8E between retaining wall and plaza wall 3/27/2008 Proposed Repairs Stan Cruse, Ingo Goller Ade Bright Based on discussions from 3/26/08, preliminary sketches for repair 5/7/2008 Review of 2nd floor PT tendons and reinforcing Present at Site Roland Ordona, Robert Bourdages Observations and photos supporting 12 observations of deficiencies in the north pour 6/4/2008 Primo ready to cover HVAC duct work Stan Cruse, Robert Kugen Ing o Goller James Dugan Primo ready to cover HVAC duct work and electrical rough in-designers perform inspection? Ingo Goller Robert Kugen 6/4/2008 RE. Primo ready to cover James Dugan Susan Smith, Stan Cruse Ed Horsman Is good idea for inspection, ask Susan to arrange site viist 6/4/2008 RE. Gateway M&E Walkthrough Stan Cruse Susan Smith HVAC and Plumbing looked fine saving a visit hoping contractor can help on mechanical for electrical would like to plan a visit 6/4/2008 FW- PA Gateway M&E Walkthrough Ingo Goller Stan Cruse Respond to mechanical items and inform when covers scheduled 6/11/2008 FW PA Gateway M&E Walkthrough Jim Lierly Ingo Goller Report of M&E walkthrough, please review 6/26/2008 W G -Stairway& Railing Dwgs Jim Mahlum Ingo Goller Drawings not acceptable per Jim Lierly- provide revisions 7/8/2008 SW Plaza Stair Jim Lierly 7/24/2008 Sign Permit Application Building Department PA Gateway Permit#08-894 8/17/2008 GatewayEast Wall Delamination Ade Bright, Stan Cruse, Robert Kugen, James Dugan Ingo Goller Delaminated area has expanded about 150% since 1st identified -site visit ASAP to review 8/18/2008 FW Gateway- East Wall Delamination Santosh Kuruvilla, Abdul Chahim Roger Horton Sent for review 8/25/2008 Sign Permit Application Building Department Clallam Transit system sign permit#08-1060 9/12/2008 Parking Lane Width Sue Roberds Mark Madsen Confirm phone conversation-did not and would not approve driving lane of 18' 9/4/2008 Site Visit Report Ingo Goller Stan Cruse Attaching site report Observations and recommendations for Beam PB3, PB4 9/8/2008 Correspondence regarding delaminated concrete Jim Lierly Ingo Goler 9/12/2008 Fwd Gateway Project Roland Ordona Jim Lierly requesting contact info for engineers responsible over issues, also documentation for parking space issues and a request to be made aware of meetings in advance 9/12/2008 FW, Gateway Project(RE. Jim Lierly 9/12/08 email) Ingo Goller Roland Ordono Wondering if he should contact building dept. directly-also is it a stop work order? 9/12/2008 RE. Gateway Project Roland Ordono Ingo Goller DO NOT stop work-only wanting to keep Jim Lierly aware of ongoing developments regarding delaminations 9/12/2008 RE. Gateway Project Jim Lierly Jim Mahlum Contact info for engineer of record, Abe Bright-also description on city staff meeting agreeing on 20'wide parking lanes Inspected delamamination and cracks in PB3- recommendation for no add'I weight added until 9/12/2008 PA Gateway- letter from Tracy Gudgel Jim Llerly Tracy Gudgel engineer has addressed this along with addressing vertical cracks and provide justification they are weather related Repair work already permormed at east end should also be addressed 9/12/2008 Re Gateway Project Jim Mahlum Jim Lierly Spoke with Ingo and Roland-don't want any heavy equipment or concrete poured until review is done 9/15/2008 PA International Gateway follow up letter Jim Lierly Tracy Gudgel clarification of 9/12/08 letter provide calculations and show is adequate before placing add'I load also provide calculations with actual temps to justify cracks also calculations from repairs on a end _ 9/17/2008 Memo on Inspection Sue Roberds Nathan West Work with Jim Lierly to provide memo for discussion with Glenn Cutler and Jerry Osterman- Clallam 'Transit System (360)452 1315 830 W Lauridsen Blvd. 1-800-858-3747 WA Port Angeles WA 98363 FAX(360)452 1316 www clallamtransit.com Passenger Assistance: (360)452-4511 March 25 2009 Parametrix, Inc Attn Jim Dugan 23102 North Pearl Street Suite No 301 Tacoma Washington 98406 Re PORT ANGELES INTERNATIONAL GATEWAY Building Occupancy Dear Jim The City of Port Angeles's building official has again .informed CTS that additional documentation is necessary before he will approve proceeding with the delamination fix which was recently proposed by Bright Engineering through Krei Architecture CTS has also just been informed by the contractor that they intend to de-mobilize from the project site on March 31 In order to expedite obtaining the building official's approval thus permitting directions to be given to the contractor to do the fix before demobilization occurs we are requesting that the information requested by the building official be provided within the time limits created by the contractor's intent to demobilize CTS is well aware of the frustration which is being experienced in responding to the building official's continued requests for information and shares those frustrations However at this point, it seems most appropriate to provide the requested information so that we can conclude the project. Therefore please provide the following documentation which has been conveyed to us as what is necessary for approval of the fix: A Calculations demonstrating the adequacy of the revised epoxy dowel size (change from #6 to # 5 bars) deletion of dowels between P133 and the new wall and configuration The design has been changed but no revised calculations have been provided The calculations should also show that the yield strength of the reinforcing bars is developed on each side of the joint. B Calculations demonstrating that the vertical load is effectively transferred across the interface between the original wall and the concrete patch immediately under P83 The calculations should demonstrate that the shear friction forces are resisted by the epoxy dowels in the area where the spalling under PB3 occurred C Calculations demonstrating that the dowel embedment in the remaining wall depth is sufficient to ensure that the strength of the dowel is developed Also identify the depth of the dowel to be placed D Direction on amount of concrete to remove around exposed reinforcing steel to re- bond the reinforcing steel to the existing concrete wall This should not be left up to the manufacturer to determine but it is the designer of record's responsibility to identify -more CTS Letter to Parametrix, Inc. Page 2 March 25 2009 E - Direction on dealing with the drainpipe installed south of PB3 on the east wall Provide a detail that shows how the dowels and horizontal reinforcing steel will be adjusted to miss the drainpipe F Direction as to the need to epoxy infect the through stem cracks in PB4 and P136 for long-term serviceability Please be assured that, at some future date when the project is completed Clallam Transit will be conducting a full analysis with our retained structural engineer to determine the reasonableness of the building officials requests and his failure to allow the project to proceed until his information requests have been answered without regard for whether his requests involve critical issues Thank you for your attention to this matter Sincerely Terry G Weed General Manager TGW meb OF poRrgNC� REQUEST FOR INFORMATION (RFI) FORM PROJECT NAME. Port Angeles international Gateway PROJECT/CONTRACT NUMBER. 97-20 ORIGINATOR: Primo Construction. Inc. ❑ Owner XX❑ Contractor ITEM: Rigid Insulation REFERENCE DRAWING OR SPECIFICATION: DESCRIPTION OF CLARIFICATION/REQUEST 4/A3.03 shows the same rigid insulation as the R 10 under slab on grade on detail 2 31A3.06 clearly states that R-38 is required below structural deck 'where plumbing occurs' We will need direction/CO to install 6' of rigid foam anywhere except the area where plumbing occurs and in that area the rigid insulation will not be insulating the plumbing,so it does not seem like it should be any different than the rest. DATE REPLY REQUESTED, 03/97109 CRITICAL TO SCHEDULE: XX YES D NO ORIGINATOR SIGNATURE: Roland Ordona, Patsy Busby DATE: 03/1112009 COMMENTS: Note that 4/A3.03 indicates under slab insulation at conditioned space,which was R-38 for the Energy Code submittal for the building and is indicated on G0 03 Energy Code Synopsis.The R 10 is for perimeter insulation on grade under slab per energy code requirements as indicated on 2/A3.06. Note that the detail 3/A3.06 was for a dropped ceiling under the plumbing areas and not the slab areas under conditioned spaces as indicated elsewhere. Project must comply with energy code requirements submitted for the building permit. Stan Cruse, Krei Architecture, 3-12-2009. RFl Number- 329.D Q\Documents and Settings\crusesta\Desktop\Gateway RF1#329.D Response 3-12-09.doe Page 1 of 1 Internet Message Kovell Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan, Robert Kugen, Ingo Goiter Cc: Jim Mahtum, BillAtton, Lindsay Murray- Roger Horton, Tom Ellis Date- 03/12/2009 09.34 25 AM Subject: RE. REF#329D ' TEXT.htm RFI 329D 3 12-09 pdf Ingo, Attached is response to RFI 329D as requested Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710 6425 scruse@parametrix.com<mai lto•scruse@parametrix.com> From: Ingo Goiter [mailto.igotterCxltech.com] Sent: Thursday March 12, 2009 8.46 AM To- Robert Kugen, James Dugan Cc: Roger Horton, Tom Ellis; Bill Alton, Jim Mahtum [Jmahlum@cityofpa.us] Lindsay Murray Subject: REF#329D Jim, Attached is RFI #3291)for your review and response by 3/16/09 Thank you. Ingo Goiter PE Construction Manager Exettech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech com<mailto•igotter@xltech com> Ph 360.417 3803 Fax: 360.417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settings`Temp\messages.xml 4/21/2009 � yz 1 > RIJ ; NG Ems. W A S H I N G T O N U S A Community & Economic Development Department March 10 2009 Primo Construction m: Jennifer Howell 4 P O Box 296 Carlsborg, WA 98324 4 RE Gateway —West Parking Garage— 115 East Front Street Temporary Certificate of Occupancy—Building Permit 07 742 ¢° Dear Jennifer- This letter will serve as notice that temporary occupancy of the west parking garage of the Gateway development is hereby extended for 30 days per your letter dated February 27, ai< A 2009 The site has been inspected per your request, and Items 1, 2, and 5, identified in the '$ Y ' January 28, 2009, correction letter, have been satisfactorily addressed. Temporary occupancy is with the understanding that remaining Items 3 and 4 will also be satisfactorily addressed no later than April 10, 2009 ' ? If you have any questions regarding this matter, please don't hesitate to contact either myself or Director West. We will be working with the City's Public Works and Utilities personnel to address the two remaining items of concern as well 5'n a Sincerely, t� Sue Roberds Planning Manager is cc -N-a-t—han West, Director DCED "" Glenn Cutler Director Public Works and Utilities Steve Sperr City Engineer Jim Mahlum,Engineer Public Works and Utilities � d C<y^ - Phone 360-417-4750/Fax: 360-417-4711 Website wwwcityofpa.us/ Email smartgrowth@cityofpa.us ' 321 East Fifth Street P 0 Box 1150/ Port Angeles WA 98362-0217 x(4/1%2009) Nathan West Gateway project. �_ � ....w_m.�_._..._ � Page From 'Tracy Gudgel' <tracy@zenovic.net> To <jlierly@cityofpa.us> Date 3/9/2009 12.25 PM Subject: Gateway project Attachments. Itr scan 03-09-09 pdf Cc 'Steve Sperr' <Ssperr@cityofpa.us> 'Ingo Goller' <igoller@xltech.co Jim and Nathan, Here are the specific code sections which must be addressed to approve the repair design. I did not reference each individual section of ACI 318 Section 11 7 since he should be able to read the subsections for himself The subsections deal with yield strength, forces, etc. A wet signed copy of the letter will be delivered to the Building Department today Tracy Gudgel, P E. CIVIL ENNGINEfRING RDLAND.5URVYING _ U �,y� 301 East 6th Street,Suite 1 & ASSOCIATES Port Angeles,Washmgton 98362 I N C O R P O R A T E D CITY OF PORT ANGELES (360)417-0501 March 9,2009 pept.of Community Development Fax(360)417-0514 Mr Jim Liedy E-mail:zenovic@olympus.net City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles,WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly As a follow up to my March 26,2009 letter the specific code sections that must be addressed in the calculations or documentation by the design engineer to allow approval of the proposed repair of the spalled area at PB-3 are as follows: 1 ACI 318-05,Section 11 7—Design for Shear-Friction(see requirements of this entire section) Existing spalled area to be reinforced to comply with this section. 2. ACI 318-05,Appendix D—Anchoring to Concrete—epoxy anchorage shall comply with this section and the appropriate ICC Evaluation report for the product specified. Please note that Hilt HY 150 does not comply with the requirements of 2006 IBC. Please feel free to call if you have any questions regarding this matter Sincerely .i Tracy Gudgel, P.E. Fc: JN 08091 r Si1?NP� 212 \ �. /,T+ -fir/ -, •`^ �_ D -\ '' _ ♦ ' ..,,,� �� / `� t��` pip - s_� ..b• .f _ \ .,- .'!-„ '" , �/ 'i'Z t , f- SwF urm., .>� :� '� I . r a "•'4 :lam � / ✓ .-<,,,,i 11 ' ! 217 ; , f .r ,mak Q . i al 41 101 ¢ " a. ,fir"oi " =222 1.02 ' 1 \ 1 1r f 735 r mop srvk0 ohu da,o gWd rl ,^ + dm., w ' ems ,nii ,pin ,wdp.rv: F/,'s l� f f � !" � ,r t• 7 GW. -P-ri94 �nqinee-rina Inc Transmittal Consulting Structural&Civil Engineering _,C �11W 0, P hietnx,lic; ki 4 at -"WW'984 bibi 406 tJ W'G ','otewOy,trAiWt,,Cent r w�, nation r is i. nZANSWt,,TED: 'Nqqptry Overnight Other- ,q,AttA6hd& E]Xriddr'Separaiedov&r T�q` ,E]'­ COPIES DATE DESCRIPTION 1 06-06-09 Repair at PB3–Field Sketch(FS-18)–Stamped by Ade Bright THESE ARE TRANSMITTED AS CHECKED BELOW El For Approval Z No Exceptions Taken El Returned After Loan To Us M For Your Use E3 Make Corrections Noted E] Rejected–See Remarks As Requested [] Revise and Resubmit ❑ Return—Corrected Prints ❑ For Review and Comment ❑ COMMENTS. CC: Signed: Ade Bright 09 7" S., 1 S.,td. \\"A c,810i iC e, 3777 B `p7 Y 7IQffS I. 'EPmtY SMALL BE Im.n Inr ISD DB APPROVED EQUAL 2. CONCRETE TO HAVE COMPRESSIVE,SIRMCIN rc.4000 psi AT 26 DAYS?� • • •`• •~ • • • �• -I ]. REINFORCEMENT TO ASTM A015!y 60 ksi. • I 4.-BEARING PAD TO BE JN INC MASTICORD OR APPROVED EQUAL 5. NOH-SHRINK GROUT SHALL BE MASTERiOW 500 BY MASTER BUILDERS ^ ^ OR APPROVEDEQUAL A/ 4-O• 1 A/ 6. DOWELS SHALL NOT COMPROMISE EMS77NS WALL REBAR DOWELS SHALL 1 I HOOK OVER INTL"VERTICAL WALL BARS PLAN 1 EXIST=sAe m FB] I I PLAZA n 21'-v + EYJS77MG WALL—, I W BEARING PAD AND EXISTING I COAO-G PAD DFAGONAL WALL FILLER-- I I 1 •I ' 1 r + I ' I I+ f • i•_0• HOOK O PLAN • • Htbh'TOP I Lmc + m COVE • j 1 112*CONC COVER 1 1 5 • • I • I � m I I 1 9912 EF I AL HOOKS I • f • I 1 GRADE SLAB • • BEARING OF n EL 10-0- BEAM) IV1-'B 1/2• EPDXY 5615J1 ENBf0 B 1/Y APPLY CONCRETE I/2'COMPRESSIBLE WTO FAIST)NG WALL 5'EE NOTE 6 I BONDING AGENT 'FILLER REMOVE LOOSE CONCRETE AND arw suRFACE FDR• e1/2'r6'x]o'./ NON-SHRINK GROUT (2J 3/4'pA r4' I • STUDS a IN CA m ELEVATION SECTION �� DETAIL �1 SCALE- 3H'.1'-0' — E evO o N SCALE: 1/4' V-0' — SCALE.- 1/2'.I'-0' s Mean ® '� BRIGHT ENGIN&6RIIiG,INC van ee L TMpF �+, , Me, •.0w--w PORT.ANGELES INTERNATIONAL �-+e �.�1=7 w .�I re_w A Mw�1 Pro«» •r roN L c� G s mb mist GATEWAY TRANSPORTATION CENTER i 10-w wMor ]o-ws �s iea•s REPAIR AT P133 Page 1 of 1 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: Ingo Goller Cc: ab@brighteng.com; Jim Mahlum, Diane Lenius; James Dugan, Tom De Laat, Bill Alton, Lindsay Murray- Roger Horton Tom Ellis Date- 03/06/2009 11 29.28 AM Subject: Repair at P133 TEXT htm P,AIG_P63_FS-18_030609._pdf Ingo, Based on not having to be involved in a conference call this morning, Bright Engineering was able to complete the revisions to the P133 repair early See attached transmittal and drawing. As Diane Lenius indicated, the revise design conforms with the minor suggestions by Bob Mast a licensed professional structural engineer from Berger/Abam in his 24 February 2009 letter we received 4 March 2009 Please proceed with the repairs. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253.752.9865 cell. 360 710 6425 scruse@parametrix.com<mai lto:scruse@parametrix.com> file.//C \Documents and SettmgsJheath\Local Settings\Temp\messages.xml 4/21/2009 e-rigkt Qngineering Inc Transmittal Consulting Structural&Civil Engineering TO: Stan Cruse,AIA,.LEED w.2 APDATE. March 6,2009 Parametrix,Inc. 2102 N Pearl Street,Suite 301: Tacoma,WA 98406 RE. PortAngeles International Gateway Transit Ce'riter BEI 4 116.03R ITEMS TRANSMITTED- VIA. p Regular .°Priority ® Overnight ❑ Courier ❑ Other: ® Attached" [3-Under Separate Cover Mair Mail Mair Cust,Pickup COPIES DATE DESCRIPTION 1 06-06-09 Repair at PB3—Field Sketch(FS-18)—Stamped by Ade Bright THESE ARE TRANSMITTED AS CHECKED BELOW ❑ For Approval ® No Exceptions Taken ❑ Returned After Loan To Us ❑ For Your Use ❑ Make Corrections Noted ❑ Rejected—See Remarks ® As Requested ❑ Revise and Resubmit ❑ Return_Corrected Prints ❑ For Review and Comment ❑ COMMENTS CC: Signed. Ade Bright 1801,7:l, A� 100 ,td.. 9,.101-13e,1 pl„ U6 6? 777 1 f, 206 02 1°,i B `nJ 1, EPDXY SHALL BE MILR HIT 150 0.4 APPROVED EWAL. 2. CONCRETE TO HAYS COMPRESSIVE STRENGTH Fc 4000 Ps AT 2B pa Y5. a—pT • • •+ • - • • p �• J, REINFORCEMENT TO ASTM A575/y 60 ksi. L LL 1 • 5 I 1. BEAR/NG PAD 70 BE JM INC MASRCORD OR APPROVED EWAL. 5. NON-SHR GROUT SHALL BE MASIERfLOW SCO BY MASTER BUILDERS Or,APPROVED EWAL 4'-0" Al 6. DOWELS SHALL NOT COMPROMISE EXISTING WALL REBAR.DOWELS SHALL HOOK OVER INTERIOR YERRCAL WALL BARS. f PLAN SCALE:J/4- 1'_0" EXISTING SLAB m � PBJ T PLAZA EL 21' 7' EXISTING WALL •1 I BEARING PAD AND EXISBNG I 1 COMPRESSIBLE DIACONAL WALL _ FILLER ' • 1 — i P83 I I • 1'-0' /6412 EF PLAN e o HOOK TOP I flJ I [ COYER I 1 1 2''.NC t I I o • • COYER I I I 160+2 EF I 1 � ALT HOOKS I — • • ;— 1 • • BEAR/NC PAD 6x3Dxi/2' 1 GRADE SLAB (GLUE TO UNDERSIDE OF • E1 -Or BEAM) 1/2' EPDXY 5615)_LEMBED 8 1/2' I BPONDINGPLY ENCONCRETE ! \ i1LLER COMPRESSIBLE INTO EXISTING WALL SEE N07E 6-1 1 AREMOVE LOOSE CONCRETE NO CLEAN SURFACE FORLj ' ---P_7/2'x6'x30'w/ NON-SHRINK GROUT--' (2)3/4"DIA x4' —STUDS O iB GA ELEVATION SECTION DETAIL rj1) SCALE: 3/4'.1'-0' - OC SCALE: 3/4" 10' - SCALE: 1/2" - .0 nr'au.s wm e. -s•,c.ro s- �ON RIGHT ENGINEEBING.I NC B.B 1 c-- J �„� H�s « vl nK awl• OR ANGELES INTERNATIONAL Ts to GATEWAY TRANSPORTATION CENTER B BOB MAST 1 1+-Oi CCuwfNl 3 -OB BuW I a —�o� `S �l X306'-I6Y3-J>» MFar 106-E15 JGSI A I zio-oe /w mtlas `[m� s-6-+BD� REPAIR AT PB3 re rp3p n� Page 12 of 26 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: Glenn Cutter- Nathan West; James Dugan, Ingo Gotler Cc: ab@brighteng.com, Jim Mahtum; Diane Lenius; Tom De Laat, BillAtton Lindsay Murray- Roger Horton; Tom Ellis Date- 03/04/2009 03 07 33 PM Subject: RE. Design Delamination Repair Review 10 TEXT htm Ingo, I have one question you did not provide us with a copy of Bob Mast's letter reviewing the design dated 2/24/09 that was mentioned in the Zenovic letter dated 2/26/09 It would be helpful for our review to see that letter We are trying to have Ade come to our Tacoma office for a conference call. The timing of the request for a call tomorrow is unfortunate Ade is out of the office today with the flu and will not be able to meet with us until Friday but hopefully we can reschedule for Friday morning, this will give us more time to review the information. On Friday we will use our Global Crossing Conference call to our office we will be the Chair in order to use the system. I will get back to you when we have a time arranged and hopefully between 8 and 12 is stilt acceptable Please call the following number and listen to the instructions 1-800-747 5150 you will be asked to enter the following number followed by the#(pound) key 3770014# Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com<mailto scruse@parametrix.com> From. Ingo Gotler [maitto•igol[er@xttech.com] Sent: Wednesday March 04 2009 2.37 PM To Stan Cruse James Dugan, gcutter@cityofpa.us, nwest@cityofpa.us Cc: Roger Horton* Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Roger Horton, Tom Ellis; Bill Alton; Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Roger Horton, Tom Ellis, Bit[Alton Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: Design Delamination Repair Review Jim / Stan As we discussed in our phone conversation today the attached two letters regarding the design for the proposed delamination repair express the concerns of the reviewer for the City of Port Angeles Building Official. The extent and tone of the review comments reflect the level of concern for the design and also an endeavor to assist in specifically addressing these concerns. These comments are not an intent to direct the design of the delamination repair The letter dated February 18, 2009 states that the design for the proposed delamination repair is not acceptable and lists five items of concern along with suggestions for how these concerns may be addressed. After discussing the design for the repair with Robert Mast of BERGER/ABAM, the second letter dated February 26 2009 was issued revising this stance and lists four areas of concern along with suggested means for addressing the areas of concern. In summary the design for the proposed repair is acceptable with some revisions enumerated in the letter dated February 26 2009 1 want to emphasize again, that the suggestions presented in both attached letter are not to construed as design directions but are offered to assist in addressing the concerns expressed in the letters. Please read these letters with this in mind. In order to forestall a letter campaign we request a conference phone or in person, Thursday morning March 5 2009 The Building Official and his representative will be available between 8:OOAM to 12:OOPM. Please provide phone numbers for the people that will be included in the teleconference if that is the preferred conference forum. file.//C \Documents and Settmgs\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 ' Page 13 of 26 Please have either Diane Lenius or Peter Battuello available to this conference Thank you. Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto.igolter@xttech.com> Ph: 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 .:� C EffCMI.tKINEERING Et. # a�V3:I� �.; ;AND°SURVEYING. 1, .. Feb �2009 301 East 6th Street,Suite 1 & ASSOCIATES Port Angeles,Washington 98362 I NCORPO RATED CITY OF PORT ANGELES Dept.of Community Development 1 (360)417-0501 February 26,2009 Fax(360)417-0514 Mr Jim Lierly E-mail:zenovic@olympus.net City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles,WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly This office has reviewed the letter dated 2/24/09 from Robert Mast concerning the proposed spall repair under PB-3 dated proposed by Bright Engineering, Inc(2/10/09). Subsequently I discussed the letter with Mr Mast and reviewed the recommendation by Ingo Goller of Exeltech(2/25/09)and a response from Stan Cruse of Parametrix(2/25/09). Based on this review my comments are: The proposed addition of ties across the"blank' area would help address the shear friction issues noted in my review letter regarding this fix by reinforcing the proposed grout repair It should be noted that per ACI 318 the shear friction loads should have been addressed in the original design;Mr Mast concurs with my assessment. Therefore these proposed additional ties should be designed to meet the required shear friction load determined by calculation to account for temperature,shrinkage forces and elastic shortening. These ties should be designed to develop the specified yield strength as noted in item#2 of my letter of 2/18/09 It may be possible to use smaller ties as recommended by Mr Mast and use epoxy anchorage. If the epoxy anchorage system cannot develop the yield strength to conform to requirements of ACI 318 as noted in item#4 of my letter then the ties should extend through the wall to comply with this requirement. It should be noted that in my conversation with Mr Mast he stated that he recommended to Mr Bright that anchorage be extended through the wall to the back side. If this is not feasible it would seem that Ingo's recommendation to fill the entire area with concrete rather than using a grout repair and concrete might be more appropriate. Closed ties could be incorporated so that the concrete in the spalled area would at least be integral with the new concrete wall and therefore create a mechanism to resist shear friction forces with the proposed ties into the existing wall. It would seem that the bearing pad is not necessary- Mr Mast concurs with this assessment. Eliminating the bearing pad and pouring snug against the bottom of the beam would minimize the chance of a void. Proper consolidation and extending the new wall above the soffit of the beam to create hydraulic pressure would further reduce this possibility It would seem appropriate to let the patch help carry the load since a failure in the existing wall and settlement onto the repair wall would create possible differential settlement issues with post tensioned beams being sensitive to differential settlement. Removal of the W dowels into the bottom of the beam is appropriate and might actually eliminate additional concerns. The design engineer should provide a revised design complying with the recommendations of Mast's letter and the Code requirements noted above and the design should including use of the proper epoxy meeting requirements of ACI 318 with calculations complying with ACI 3180-5,including group action factor requirements. It is worth noting-that this lack of shear friction reinforcement design discussed above is present under all the post tensioned beams in the structure although at this time no failures have surfaced except at PB-3. Sincerely vl �w06sxt Tracy Gudgel, P.E. Fc: JN 08091 a FSSION�' y Page 16 of 26 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan Robert Kugen Ingo Goiter Cc: ab@brighteng.com; Jim Mahlum; Nathan West, Bill Alton Lindsay Murray- Roger Horton, Tom Ellis Date- 02/25/2009 02:08.34 PM Subject: RE. Delamination Repair TEXT.htm Ingo, By doing it with this method you have the potential for not filling or leaving a void behind the bearing pad and plate (1 inch thick by 24 inches long) How will you make sure this is completely filled. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com<mailto.scruse@parametrix.com> From: Ingo Goiter [mailto•igollerC�''xltech.com] Sent: Wednesday February 25 2009 1.02 PM To: Robert Kugen, James Dugan Cc: nwest@cityofpa.us; Roger Horton Tom Ellis; Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- ab@brighteng.com Subject. Delamination Repair Jim; For the final delamination repair I would recommend casting the fascia wall monolithically instead of using a patching grout (prepackaged repair grout) and casting the fascia wall against the grouted face The irregular delaminated surface will make the new fascia wall bond both mechanically as well as chemically enhancing the shear load transfer between the existing wall and the fascia wall. I have included Ade as a copy recipient to get his input on my suggestion. Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mailto igoller@xltech com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.HC \Documents and SettmgsJheath\Local Settmgs\Temp\messages.xm1 4/21/2009 Page 17 of 26 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan Cc: Jim Mahlum Date- 02/25/2009 08.50:17 AM Subject: FW RFI #329C TEXT.htm FYI Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710 6425 scruse@parametrix.com<mailto:scruse@parametrix.com> From Ingo Goiter [mailto•igoller@xltech.com] Sent: Wednesday February 25, 2009 8.48 AM To: Stan Cruse Subject: RE. RFI #329C Sta n, Thank you. I will pursue it as you have recommended. Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech com<mailto igoller@xltech.com> Ph. 360.417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. Stan Cruse Sent: Wed 2/25/2009 7 54 AM To: Ingo Goiter- Robert Kugen, James Dugan Cc: Roger Horton, Tom Ellis, Bill Alton Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. RE. RFI #329C Ingo, The Washington State Energy Code requirements calculations were submitted to the City of Port Angeles for the permitting process, the building HVAC system was designed with R 38 insulation for conditioned spaces over stab/unconditioned spaces as noted on Sheet G0.03 Energy Code Synopsis. If you are requesting a deviation from code requirements, please discuss with the building official. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 18 of 26 Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710 6425 scruse@parametrix.com<mailto:scruse@parametrix.com> From. Ingo Goiter [mailto•igoller@xltech.com] Sent: Wednesday February 25 2009 6.53 AM To. Robert Kugen, James Dugan Cc: Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: RE. RFI #329C Is it necessary to have insulation with a R 38 value installed under the transit building slab?Will one layer of rigid R 10 value insulation be sufficient? Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igollerC xltech.com<mai Ito:igoller@xltech.com> Ph: 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From Stan Cruse Sent: Tue 2/24/2009 10.51 AM To- Ingo Goiter- Robert Kugen, James Dugan Cc: Roger Horton, Tom Ellis; Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. RE. RFI #329C Ingo, See attached RFI 329C response Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruseCa)parametrix.com<mai lto.scruse@parametrix.com> From. Ingo Goiter[mailto:igolier@xltech.com] Sent: Tuesday February 24 2009 10:29 AM To: Robert Kugen, James Dugan Cc: Roger Horton Tom Ellis, Bill Alton Jim Mahlum [Jmahlum@cityofpa.us], Lindsay Murray Subject. FW- RFI #329C Attached, for sure this this time is RFI #329C. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 19 of 26 Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto:igoller@xltech.com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From: Ingo Goiter Sent: Tue 2/24/2009 10.03 AM To: rkugen@parametrix.com, jdugan@parametrix.com Cc: Roger Horton Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. RFI#329C Jim, Attached is RFI #329C reflecting athe contractors proposed insulation under the transit building. Please review and respond by 2/27/09 Thank you Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mailto•igolter@xltech com> Ph 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 20 of 26 r i Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan, Robert Kugen, Ingo Goller Cc: Jim Mahlum; BillAlton, Lindsay Murray, Roger Horton Tom Ellis Date- 02/25/2009 07 54 33 AM Subject: RE. RFI #329C e TEXT.htm Ingo, The Washington State Energy Code requirements calculations were submitted to the City of Port Angeles for the permitting process, the building HVAC system was designed with R 38 insulation for conditioned spaces over slab/unconditioned spaces as noted on Sheet G0.03, Energy Code Synopsis. If you are requesting a deviation from code requirements, please discuss with the building official. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710.6425 scruse@parametrix.com<mailto•scruse@parametrix.com> From. Ingo Goller [mailto•igoller@xltech.com] Sent: Wednesday February 25 2009 6.53 AM To: Robert Kugen James Dugan Cc: Roger Horton Tom Ellis; Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: RE. RFI #329C Is it necessary to have insulation with a R 38 value installed under the transit building slab?Will one layer of rigid R 10 value insulation be sufficient? Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech com<mailto.igoller@xltech.com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. Stan Cruse Sent: Tue 2/24/2009 10.51 AM To: Ingo Goller• Robert Kugen, James Dugan Cc: Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: RE. RFI #329C Ingo, file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 21 of 26 See attached RFI 329C response Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com<mailto scruse@parametrix.com> From. Ingo Goller [mailto•igollerCxltech.com] Sent: Tuesday February 24 2009 10.29 AM To: Robert Kugen, James Dugan Cc: Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. FW RFI #329C Attached, for sure this this time is RFI #329C. Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto:igoller@xltech.com> Ph 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. Ingo Goller Sent: Tue 2/24/2009 10.03 AM To- rkugen@parametrix.com, jdugan@parametrix.com Cc: Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. RFI #329C Jim; Attached is RFI #329C reflecting athe contractors proposed insulation under the transit building. Please review and respond by 2/27/09 Thank you Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech com<mailto.igoller@xltech.com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. file.//C \Documents and Settmgs\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 22 of 26 Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 25 of 26 Internet Message NovelL Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan Robert Kugen Ingo Goiter Cc: Jim Mahlum, BillAlton, Lindsay Murray- Roger Horton, Tom Ellis Date- 02/24/2009 10.51 03 AM Subject: RE. RFI #329C I& TEXT.htm 3290 2 24-09.pdf Ingo See attached RFI 329C response Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710.6425 scruse@parametrix.com<mailto scruse@parametrix.com> From: Ingo Goiter [mailto•igoller@xltech.com] Sent: Tuesday February 24 2009 1029 AM To Robert Kugen, James Dugan Cc: Roger Horton, Tom Ellis; Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: FW RFI #329C Attached, for sure this this time is RFI #329C. Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto.igoller@xltech.com> Ph 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From Ingo Goiter Sent. Tue 2/24/2009 10.03 AM To rkugen@parametrix.com, jdugan@parametrix.com Cc: Roger Horton, Tom Ellis, Bill Alton Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. RFI #329C Jim, Attached is RFI #329C reflecting athe contractors proposed insulation under the transit building. Please review and respond by 2/27/09 Thank you file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 26 of 26 f Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto.igoller@xltech.com> Ph 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 1 of 13 � 1 Internet Message Novell. Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan Robert Kugen, Ingo Goiter Cc: Jim Mahlum, BillAlton, Lindsay Murray- Roger Horton, Tom Ellis Date- 02/24/2009 10.04 29 AM Subject: RE. RFI #329C e TEXT.htm Not attached? Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com<mailto scruse@parametrix.com> From. Ingo Goiter [mailto igotler@xltech.com] Sent: Tuesday February 24 2009 10:03 AM To: Robert Kugen, James Dugan Cc: Roger Horton Tom Ellis, Bill Alton Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: RFI#329C Jim, Attached is RFI #329C reflecting athe contractors proposed insulation under the transit building. Please review and respond by 2/27/09 Thank you Ingo Goiter PE Construction Manager Exettech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech com<mailto•igolter@xltech com> Ph: 360.417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be held responsible for any and all tosses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 �_XjZ5 Ogg Yg Rg", NOR A q O"M eoZ� A 'A KV i2M-'NORR3�,NZ( k"t t 'w"I"Z 4TA g w V"p EN mtvt IN MMI­111,'31 - ., -V -,�, M F -'a MIA! V g 90 1 KI: g. 01 f, g, -D 4r or RIM rA ixi V IN spo X-111 MINOR -M R W & INW. -IImI.­­­.:. R K 6 Page 1 of 1 Delaminated Area Delamination also extends along„ the other side 6f,•PB3 file.//E Vim Mahlum\account\att\499D5831.DOMAIN6.PO6 100 17A6169 1 13E91 1\Dra. 4/21/2009 From BEI 206 625 1851 04/01/2009 14 59 #055 P 0011001 r, n• BEAGER/ABAM ENGINEERS INC PLANNING 35901 Ninth Avenue South Suite 300 ENGINEERING Federal Way Wathlapt0a 99009.2600 BERGER/ABAM ENVIRONMENTAL 2061431 2300 FAX 206/431 2230 E N •G I N E E R S I N C PROGRAM MANAGEMENT trtrtr.abam tom 24 February 2009 is Mr Craig Miller,Attorney 711 East Front Street,Suite A Port Angeles,WA 98362 Re: Port Angeles International Gatew*,Spall Repair BERGER/ABAM Job No FABLD-09-115 Dear Craig. I have read the Bright Engineering letter of 10 February 2009 and the Zenovic&Associates letter of 18 February 2009 I understand the positions expressed in each letter There is a simple and direct way to think of how the repair works. The repair is a new 12-inch.xy wall that could provide support for PB-3 in the highly unlikely event that it would be needed. Because the "new wall" is not directly supported by the piles,the load would need to be transferred to the existing wail by shear friction- The eccentricity of the load to the plane of the shear fiction is only 3 inches,not unlike the eccentricity of slab compressive forces in a composite T-beam in flexure. The gross area of the shear plane is about 7.5 by 8 feet, or 8,640 square inches. The nominal shear stress un,for a 361 kip factored load and a$of 0.75,is 56 psi. This is extremely low According to 17.5.3.2 of the ACI 318 code,only minimum ties(50 psi x area)would be required. This amounts to 432 kips of nominal tension force in the ties. At 60 ksi, this is 7.2 square inches of steel in the 41 ties shown in the repair drawing, or 0 18 square inch per tie. The purpose of the ties is to stitch the old and new walls together Because of this,I prefer to extend the distribution of ties across the 'blank' area below the beam,even if they are not counted as part of the tie reinforcement because of insufficient anchorage in the area of the spall. The size of the ties could be reduced to 95,or possibly#4. 1 see no need for the 3/4-inch dowels drilled into the beams and I suggest their deletion. In surnmary it would be appropriate to approve the proposed repair with the suggested change: Sincerely ' At- F" Robert F bast,PE,SE Senior Principal RFM:nb i BERGER/ARAM ENGINEERS INC PLANNING Ninth Avenue South Suite 300 r^^ER/A-BA-M ENGINEERING Feder B Federal Way Washington 98003 2600 tKv ENVIRONMENTAL 2061431 2300 FAX 2061431 2250 E N G I N E E R S I N C PROGRAM MANAGEMENT www.ahatn corn L 24 February 2009 Mr Craig Miller,Attorney 711 East Front Street,Suite A Port Angeles,WA 98362 Re: Port Angeles International Gateway Spall Repair BERGER/ABAM Job No. FABLD-09-115 Dear Craig: I have read the Bright Engineering letter of 10 February 2009 and the Zenovic&Associates letter of 18 February 2009 I understand the positions expressed in each letter There is a simple and direct way to think of how the repair works. The repair is a new 12-inch wall that could provide support for PB-3 in the highly unlikely event that it would be needed. Because the new wall is not directly supported by the piles,the load would need to be transferred to the existing wall by shear friction. The eccentricity of the load to the plane of the shear friction is only 3 inches,not unlike the eccentricity of slab compressive forces in a composite T-beam in flexure The gross area of the shear plane is about 7.5 by 8 feet, or 8,640 square inches. The nominal shear stress un, for a 361 kip factored load and a�of 0.75,is 56 psi.. This is extremely low According to 17.5.3.2 of the ACI 318 code,only minimum ties(50 psi x area) would be required. This amounts to 432 kips of nominal tension force in the ties. At 60 ksi,this is 7.2 square inches of steel in the 41 ties shown in the repair drawing,or 0 18 square inch per tie The purpose of the ties is to stitch the old and new walls together Because of this, I prefer to extend the distribution of ties across the 'blank' area below the beam, even if they are not counted as part of the tie reinforcement because of insufficient anchorage in the area of the spall. The size of the ties could be reduced to#5, or possibly #4. I see no need for the 3/4-inch dowels drilled into the beam,and I suggest their. deletion. In summary it would be appropriate to approve the proposed repair with the suggested changes. Sincerely lka — Robert Fr-Mast,PE,SE Senior Principal RFM:nb 18 '80,91 -t 1 2 1- 1 06*9z!49 .9 17 e5; 61 69 if+9 -4 A� /Ooow ED I _J 01, 9� 33S '> 4 /* (v ae 3AUiOGAJ) V8VO ONIAdVd PROPOSED ADA ACCESSIBLE PAR-KING T jrr � VMAQ as roaa rxs i a��oo .a- 'JI�YdJ a SIX :li` .!.�_ C 5 r �., T t 'U�GDvf$�1IV� ii ' _,,»'''' ,5` v�t♦917yeM �blooa-.iz �w 1. ,�' `j =� `� '��: s ;� b�i�r �.:, -;;�,wua:�N,�„ ••�•*---� au ��:j� { VVI ale 38ye .aero a•>n mu 1 . ° '�p;,� t. ••. '� �r � �'11tl� � ,s.�� - ..+ - '�,t`l�x.`•"�c � � µ '�,IpCAlj�.y I"F {Y !` ,!. .�i, , 'C, ,+ �y lF !' off'' P.'�' �'� 1', !: �`� '' r� � '� 'e� to din :9nS I 1 � ! 'k .I� �`�' # s� •s4���° ' !�1 � �\ " � 1 �� ✓a s?I .:�'::. 1'.atl....�.rd!`„. �',�i•�..J•, L ?�' _.4r; :�L'' r< a?c.:, .. 3 h� :rad �_ � i i:• .�.� ? 1 #��a� �, 't •<,�S �-” _�; . ' �, /1 r f i �N a11t18,J ISNbk1 { y '�'� -/s�r.,•F!�GY.y"� / Di�L�9 X�y3 a^!� � k'x Y�^�1 �l;lF'�`" • �'J :,•'/Y y //.,��k'.#�, �$x �r � -r' .(' id i",3{ IK µ� '- �\ '.`. ..', ^"{ r^gY�� p.,r'..� 1— — ....: '�.T , "fir-":,. ..�' •my�__......, (x'„ . �s �'�� �, r 1.1'*�{• •��. �,p;, '";�'I. :! � � .. /.- '!''�!.., meg;'• I 171^^ •I' 's'_^�.. !�ii� �7394vn. _,::.$!p.::.. =�*u:.'... �^�� /ate K LJ WIP, .:gym / � C�} The Gateway Beam Camber Check Beam Sta* Elev 1 Elev 2 Elev 3 Avg. Elev Camber(in.) East 0+5860 107 044 107 047 107 048 107 046 0 000 Assume zero camber East 0+4395 107 062 107 063 107 059 107 061 0 182 East 0+2930 107 081 107 079 107 078 107 079 0 400 linea sloped line East 0+1465 107076, 107077, 107 079 107 077 0 378 between elevation East 0+00 107 044 107 045 107 048 107 046 0 000 107 046 and 107 046 Center Beam (PB11 PB12, and PB13) West 0+00 107 037 107 038 107 040 107 038 0 000 Assume zero camber West 0+1530 107 024 107 027 107 028 107 026 -0.210 West 0+3060 107 035 107 036 107 040 107 037 -0148 linea sloped line West 0+4590 _ 107 031 ___107 03_3 --1-07 031 107 032 _-0.278 between elevation West 0+61.20 107 058 107 064 107 059 107 060 0 000 107 038 and 107 060 Measured 1-13-09 Temperature 43° F Weather Ocst and Calm Beam Sta* Elev 1 Elev 2 Elev 3 Avg. Elev Camber(in.) East 0+5860 107 047 107 048 107 048 107 048 0 000 East 0+4395 107 060 107 059 107 060 107 060 0 158 Assume zero camber East 0+2930 107 077 107 078 107 079 107 078 0 392 linea sloped line East 0+1465 107076, 107079, 107 081 107 079 0 414 between elevation East 0+00 107 042 107 044 107 043 107 043 0 000 107 048 and 107 043 Center Beam (PB11, PB12, and PB13) West 0+00 107 036 107 037 107 039 107 037 0 000 West 0+1530 107 021 107 022 107 025 107 023 -0.245 Assume zero camber West 0+3060 107 034 107 032 107 033 107 033 -0190 linea sloped line West 0+4590 107 027 107 029 107 028 107 028 -0319 between elevation West 0+61.20 107 059 107 060 107 062 107 060 0 000 107 037 and 107 060 Measured 1-20-09 Temperature 37° F Weather Ocst and Calm Beam Sta* Elev 1 Elev 2 Elev 3 Avg. Elev Camber(in.) East 0+5860 107 051 107 048 107 049 107 049 0 000 Assume zero camber East 0+4395 107 060 107 059 107 061 107 060 0 141 East 0+2930 107 078 107 077 107 078 107 078 0 366 linea sloped line East 0+1465 107076, 107078, 107 077 107 077 0 371 between elevation East 0+00 107 044 107 046 107 045 107 045 0 000 107 049 and 107 045 Center Beam (PB11, PB12, and PB13) West 0+00 107 037 107 035 107 036 107 036 0 000 West 0+1530 107 024 107 021 107 019 107.021 -0.252 Assume zero camber West 0+3060 107 034 107 033 107 031 107 033 -0192 line a sloped line West 0+4590 107 027 107 027 107 027 107 027 -0336 between elevation West 0+61.20 107 062 107 060 107 062 107 061 0 000 107 036 and 107 061 Measured 2-17-09 Temperature 42° F Weather Pcld and Calm *Stationing from east face of center beam (PBI 1)to east for east beam Stationing from west face of center beam PB11 to west for west beam 2/17/2009 The Gateway Beam Camber Check Beam Sta* Elev 1 Elev 2 Elev 3 Avg. Elev Camber(in.) East 0+5860 107 079 107 079 107 079 107 079 0 000 East 0+4395 107 090 107 090 107 089 107 090 0 163 Assume zero camber East 0+2930 107 102 107 106 107 105 107 104 �0374 line a sloped line East 0+1465 107100 107101 107102 107101 369 between elevation East 0+00 107 067 107 067 107 068 107 067 0 000 107 067 and 107 079 Center Beam (PB11, PB12, and PB13) West 0+00 107 057 107 057 107 057 107 057 0 000 West 0+1530 107 044 107 045 107 043 107 044 -0.246 Assume zero camber West 0+3060 107 058 107 058 107 058 107 058 -0168 line a sloped line West_ 0+4590 107 051 107 052 107 051 107 051 -0338 between elevation West 0+61.20 107 088 107 086 107 087 107 087 0 000 107 057 and 107 087 Measured 12-16-08 Temperature 22° F Weather Clear and Calm Beam Sta* Elev 1 Elev 2 Elev 3 Avg. Elev Camber(in.) East 0+5860 107 044 107 048 107 051 107 048 0000 East 0+4395 107 060 107 066 107 061 107 062 018 Assume zero camber East 0+2930 107 078 107 080 107 079 107 079 03981 398 linea sloped line East 0+1465 107077, 107079, 107 076 107 077 0389 between elevation East 0+00 107 043 107 046 107 043 107 044 0 000 107 044 and 107 048 Center Beam (PB11, PB12, and PB13) West 0+00 107 034 107 039 107 035 107 036 0 000 West 0+1530 107 019 107 022 107 022 107 021 -0.260 Assume zero camber West 0+3060 107 031 107 036 107 032 107 033 -019 line a sloped line West 0+4590 107 027 107 029 107 028 107 028 -0336 between elevation West 0+61.20 107 060 107 066 107 062 107 063 0 000 107 036 and 107 063 Measured 12-23-08 Temperature 27° F Weather- Ocst and Calm Beam Sta* Elev 1 Elev 2 Elev 3 Avg. Elev Camber(in.) East 0+5860 107 051 107 053 107 050 107 051 0 000 East 0+4395 107 063 107 069 107 061 107 064 016 Assume zero camber line a sloped line East 0+2930 107 081 107 088 107 080 107 083 0 406 East 0+1465 107083, 107085, 107 079 107 082 0 411 between elevation East 0+00 107 045 107 050 107 046 107 047 0 000 107 047 and 107 051 Center Beam (PB11 PB12, and PB13) West 0+00 107 040 107 042 107 040 107 041 0 000 West 0+1530 107 024 107 029 107 022 107 025 -0.257 Assume zero camber West 0+3060 107 034 107 040 107 037 107 037 -0182 line a sloped line West 0+4590 107 030 107 038 107 030 107 033 -0303 between elevation West 0+61.20 107062, 107 069 107 060 107 064 0 000 107 041 and 107 064 Measured 1-06-09 Temperature 39° F ,Weather* Ocst and Calm 2/17/2009 Y �� �I �� 1 1 t 1 (2/13/20Q9)James Lierly Structural Calculations PAIG 021009.pdf� _�_ Page 1 I STRUCTURAL CALCULATIONS PORT ANGELES INTERNATIONAL GATEWAY REPAIR OF CONCRETE SPALL UNDER PB-3 PREPARED FOR: KREI ARCHITECTURE—A PARAMETRIX COMPANY DATE: FEBRUARY 10,2009 BEI No. 116.038 61 6W 7Ave. Suite 1100 I Seattle,WA 98101 1 T:206.625.3777 1 F•206.625.1851 1 www.biighteng.com I Info@brighteng.com [(2/13/2009)James Lierly Structural_Calculations_PAIG_021099 pdf Page 2 6 right;engineering, Inc Consulting Structural and Civil Engineering February 10,2009 BEI#116.03R Parametrix,Inc. Attn:Stan Cruse,Project Manager 2102 N Pearl Street,Suite 301 Tacoma,WA 98406 RE. PORT ANGELES INTERNATIONAL GATEWAY Spall Repair Stan, The attached calculations and details are for the repair of spalled concrete under PB-3 This is a revision to FS-18 that was previously submitted for review Again,please note that the new concrete wall facing is designed to carry the entire reaction of PB-3 and is doweled into the existing wall to act compositely for load transfer should the demand be required. Please call me if you have any questions. B ards, ��euti4q� e t, SES' . 1 ,o r [(2/13/2009)James LierlyStructural Calculations PAIG 021009.pdf Page 3 J bl �—i—• — —� a .in w PLAN xocx nK. swc e� 'cur i a ' srvn c /—c�nm.�wu 1 r I I 1 � ."��;,��rt, ,gym�•��. � � ����..�,9.< ELEVAPONrA'� SECTION DETAIL PORT ANGELES IN IERNATIONAL GATEWAY TRANSPORTATION CENTER REPAIR AT PD3 ,. 32 209 ... ._S_._t_ructural Caculations_P..RaI.G06662._,10.0a.9..._P-di_f.,._ _ Page 4 03 4�. ► S� ftx�r �r jjj Lir 1 ti�. fa t .a r? 23 : S = 4-16 1 t�k to i PLikC4P 5,'ve, � ►� + �, a2, J[(2-/T33­/2-0—.09)-amesLierly Structural Calculations PAIG O21099.pdf Page 5 CBrlgkt C—noineerincg, Inc Consulting Structural and CMI Engineering 1809 7th M nue.Suite 1100 1 Seattle WA 98101 I P,206.625.3777 I F'206.625.1851 I nfo®bdghteng.com Date: 2'-r7f.� By 1 BEI Nojj_�-'0 3 Sheet No.'?'*' of _Sheets Subject: Qn T V\C.�j�9 1 — �-G I�t✓n. 4, cce t I 3. 53 = l 9 a t 5- 2- 30 30 � s P.d W1os� t 2rr�ct �g rsv S `� _ `Z cps, �v cl �" ; o 4.3.4 5"V? 0 O i 1 f 7, VL _ O it, 013/2009James L'-e-r'y­ 8fructbra­f )ons b2i Ona nrf 2rig�f C—noineertma Inc Consulting Stmicturof and Civil Engineering 18097th Av Suits 1100 I Seattle,WA 98101 I P'206.625.3777 I F'206.625.1851 I nfo@brighteng.com Date: By- BEI No. Sheet No. 3 of'LSheels Subject: tis t d-P, Ir2'/13/2Q09)James Lierly Structural Calculations PAIG 021009 pdf Page 7f Consulting Structural and Civil Engineering u I P'206.625.7777 1 P 206.625.1851 1 intoObnghleng. om Dale: t By r 1 BEI No. No.—!t. ) ,b3 Sheet No. of Sheets Subject: Pp-r4 *1 � , P dry '3 l � o a SSE r, D ter,7b s `-8" e& c� — 2 2 . 9 Z 7 2 k 0 (2/13/2Q0 1)James,Lierly WStructural_Calculations_PAIG_021009 pot, y Page 8 k0141' I. ��Ji fG A+g�Ytrlci p�� ov, a,at7ra� cc�ncV"e.'�2 cL�n,r�i r� �/r/ von_5{�nrtt (' fIric6I5L�tL I F '1z x 300 iJ tu I i ((2/13/2QG9)James Lierly Structural Calculations PAIG 021009 pdf Page 9 i I �t.61J t°sT r0� iRT Psi Aj,_k+' 1 so ov- afp rav ed uwl 1 p rc.66``r a 5� - c = 4Mv 3e �� ►�`e`` - Ix AY5 TM C0rd1 ov (2/1.3/21J(39)James Lierly Structural Calculations PAIG 021009.pdf- Page 1 f 7 b t eKrs P f T w�res o tK ev rCba�r wa t l o ri ti f�ro vH 15e,(�, i�isf wexGl 5i &-1- 21?1 1 6P 1 � pfVx I — �r✓C� l 2 �F � 1 i a o a r s o o - t 12- Ai 4411 2w46/ lj E y 61 �c or ti fprov-eA �oaf Page 2 of 13 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: ab@brighteng.com, Jim Mahlum, James Dugan Ingo Goller Cc: Glenn Cutler; Diane Lenius, Tom De Laat; Bill Alton LindsayMurray Roger Horton, Tom Ellis Date* 02/20/2009 10.26 31 AM Subject: RE. Delamination Fix Jim, You need to be a party to defining the location of the cleanout. There is concern about the water seen leaking at the wall or pipe This appears to be a construction issue We need you and exeltech to look at the leaking because there is concern for freeze/thaw at the new wall. The pipe will be incorporated in the wall/design. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253.752.9865 cell. 360.710.6425 scruse@parametrix.com -Original Message- From. Jim Mahlum [mailto:Jmahlum@cityofpa.us] Sent: Friday February 20 2009 8:27 AM To- ab@brighteng.com, James Dugan, Stan Cruse Ingo Goller Cc: Glenn Cutler- Diane Lenius, Tom De Laat; Bill Alton, Lindsay Murray Roger Horton, Tom Ellis Subject: RE. Delamination Fix ALL, Whatever is done it SHALL, be incorporated into the final delamination fix and submitted to the Building Official for final approval. Jim >>> Stan Cruse <SCruse@parametrix.com> 2/20/2009 8:23 AM>>> Ingo, Here are the two options for cleanouts, top or bottom of the wall. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710 6425 scruse@parametrix.com<mai lto•scruse@parametrix.com> From: Stan Cruse Sent: Thursday February 19 2009 1.06 PM To: 'Ingo Goller' James Dugan, Jim Mahlum [Jmahlum@cityofpa.us] ab@brighteng.com Cc: gcutler@cityofpa.us, Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Tom urrayTom De Laat, Diane Lenius Subject. RE. Delamination Fix Yes, I was aware it would not incase entire elbow which still provide for a clean out. Please define maintenance requirement and the conditions indicated at the base file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 3 of 13 Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710 6425 scruse@parametrix.com<mailto:scruse@parametrix.com> From: Ingo Goller [mailto igoller@xltech.com] Sent. Thursday February 19 2009 1 01 PM To. Stan Cruse- James Dugan, Jim Mahlum [Jmahlum@cityofpa.us] ab@brighteng.com Cc: gcutler@cityofpa.us; Roger Horton, Tom Ellis; Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Tom De Laat; Diane Lenius Subject: RE. Delamination Fix Jim / Stan The delamination repair has to extend along side of PB3 If the cast in-place concrete will extend along side of the beam, it will also encase the elbow at the top of the pipe run See the attached picture Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mailto:igoller@xltech.com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. Stan Cruse Sent: Thu 2/19/2009 10.36 AM To- Ingo Goller• James Dugan, Jim Mahlum [Jmahlum@cityofpa.us] ab@brighteng.com Cc: gcutler@cityofpa.us, Roger Horton Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Tom urrayTom De Laat, Diane Lenius Subject: RE. Delamination Fix Ingo, We need definition as to drain pipe should remain accessible for maintenance purposes If the pipe is captured in the wall there is still access to the pipe for clean out at the top of the wall as designed. The pipe cannot be relocated, so you need to define the maintenance purposes. You should also note from the photo that the pie is either leaking or there is water coming from the wall or the pipe is backed up, which would appear to be a construction issue Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com<mailto.scruse@parametrix.com> file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 4 of 13 From: Ingo Goller [mailto igoller@xltech.com] Sent: Thursday February 12, 2009 8.24 AM To. James Dugan Cc: gcutler@cityofpa.us, Roger Horton Tom Ellis, Bill Alton Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. RE. Delamination Fix Jim, I will search our photo file to find a picture showing the drain pipe Also, I must remind you to not have Stan make direct contact as was requested by COPA official. Thank you. Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mailto igoller@xltech com> Ph. 360 417 3803 Fax: 360.417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From- James Dugan Sent: Thu 2/12/2009 8:01 AM To Ingo Goller Cc: Stan Cruse Subject: RE. Delamination Fix Ingo Without the benefit of a picture or something similar regarding the condition you are referring to I cannot determine from your email if you are asking a question, if there is an issue if you need something from us, or if you are simply stating a fact for the record. Please advise Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone- 253 752.9862 fax: 253 752.9865 cell. 253 278.8105 jdugan@parametrix.com From Ingo Goller [mailto•igoller@xltech com] Sent. Wednesday February 11 2009 3.28 PM To: Stan Cruse- James Dugan, Mahlum, Jim Cc: Weed, Terry- Diane Lenius Subject. RE. Delamination Fix Jim / Stan There is a 4' diameter ductile iron pipe mounted to the wall and tied to a PVC pipe through the slab. The drain pipe channels storm water collected on the plaza deck to the CB in the plaza garage The drain pipe should remain accessible for maintenance purposes. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 5 of 13 Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto.igoller@xltech.com> Ph 360.417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From Stan Cruse Sent. Tue 2/10/2009 5 13 PM To. James Dugan, Mahlum, Jim Cc: Weed, Terry- Goiter Ingo Diane Lenius Subject: Delamination Fix Attached is the delamination fix and beam support. We recommend that this be implemented unless you have questions or comments that need to be addressed Please contact Jim Dugan if you have any questions or comments. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse Corporate Architect phone- 360 850.5313 fax: 360.479 5961 scruse@parametrix.com<mailto:scruse@parametrix.com> file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 10 of 13 Internet Message NovelL Properties From: Stan Cruse <SCruse@parametrix.com> To: ab@brighteng.com; James Dugan, Ingo Goller Cc: Glenn Cutler- Jim Mahlum, Diane Lenius, Tom De Laat, Bill Alton, Lindsay Murray- Roger Horton, Tom Ellis Date- 02/20/2009 08:23.15 AM Subject: RE. Delamination Fix 10 m TEXT_ht 2009022008.2213745 pdf Ingo, Here are the two options for cleanouts, top or bottom of the wall. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com<mailto:scruse@parametrix.com> From. Stan Cruse Sent: Thursday February 19 2009 1 06 PM To. 'Ingo Goller' James Dugan, Jim Mahlum [Jmahlum@cityofpa.us] ab@brighteng.com Cc: gcutler@cityofpa.us, Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Tom urrayTom De Laat, Diane Lenius Subject: RE. Delamination Fix Yes, I was aware it would not incase entire elbow which still provide for a clean out. Please define maintenance requirement and the conditions indicated at the base Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com<mailto:scruse@parametrix.com> From: Ingo Goller [mailto igoller@xltech com] Sent: Thursday February 19 2009 1 01 PM To: Stan Cruse- James Dugan, Jim Mahlum [Jmahlum@cityofpa.us] ab@brighteng.com Cc: gcutler@cityofpa.us; Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Tom urrayTom De Laat, Diane Lenius Subject: RE. Delamination Fix Jim / Stan The delamination repair has to extend along side of PB3 If the cast in-place concrete will extend along side of the beam, it will also encase the elbow at the top of the pipe run See the attached picture Ingo Goller PE Construction Manager Exeltech Consulting, Inc. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 11 of 13 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech com<maitto:igoller@xltech.com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From Stan Cruse Sent. Thu 2/19/2009 1036 AM To: Ingo Goiter- James Dugan, Jim Mahlum [Jmahlum@cityofpa us] ab@brighteng.com Cc: gcutler@cityofpa.us; Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray- Tom De Laat; Diane Lenius Subject: RE. Delamination Fix Ingo, We need definition as to drain pipe should remain accessible for maintenance purposes If the pipe is captured in the wall there is still access to the pipe for clean out at the top of the watt as designed. The pipe cannot be relocated, so you need to define the maintenance purposes. You should also note from the photo that the pie is either leaking or there is water coming from the wall or the pipe is backed up, which would appear to be a construction issue Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com<mailto scruse@parametrix.com> From: Ingo Goiter[maitto•igoller@xttech com] Sent: Thursday February 12 2009 8:24 AM To: James Dugan Cc: gcutler@cityofpa.us, Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: RE. Delamination Fix Jim; I will search our photo file to find a picture showing the drain pipe Also, I must remind you to not have Stan make direct contact as was requested by COPA official. Thank you. Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xttech.com<mai lto:igoller@xltech.com> Ph 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 12 of 13 Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. James Dugan Sent: Thu 2/12/2009 8:01 AM To: Ingo Goller Cc: Stan Cruse Subject: RE. Delamination Fix Ingo Without the benefit of a picture or something similar regarding the condition you are referring to I cannot determine from your email if you are asking a question, if there is an issue if you need something from us, or if you are simply stating a fact for the record Please advise Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone- 253 752.9862 fax: 253 752.9865 cell. 253.278.8105 jdugan@parametrix.com From. Ingo Goller (mailto igoller@x[tech com] Sent: Wednesday February 11 2009 3 28 PM To. Stan Cruse- James Dugan, Mahlum, Jim Cc: Weed, Terry- Diane Lenius Subject. RE. Delamination Fix Jim / Stan; There is a 4' diameter ductile iron pipe mounted to the wall and tied to a PVC pipe through the slab The drain pipe channels storm water collected on the plaza deck to the CB in the plaza garage The drain pipe should remain accessible for maintenance purposes. Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto•igoller@xltech.com> Ph. 360 417 3803 Fax: 360.417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From: Stan Cruse Sent. Tue 2/10/2009 5 13 PM To James Dugan, Mahlum, Jim Cc: Weed, Terry, Goller Ingo, Diane Lenius Subject. Delamination Fix Attached is the delamination fix and beam support. We recommend that this be implemented unless you have questions or comments that need to be addressed. Please contact Jim Dugan if you have any questions or comments. file.//C \Documents and Settings\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 13 of 13 Parametrix inspired people inspired solutions making a difference Stanley C. Cruse Corporate Architect phone- 360 850.5313 fax: 360 479 5961 scruseCparametrix.com<mailto scruse@parametrix.com> file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 1 of 5 Internet Message Novell. Properties From: Stan Cruse <SCruse@parametrix.com> To: ab@brighteng.com, James Dugan, Ingo Goller Cc: Glenn Cutter- Jim Mahlum, Diane Lenius, Tom De Laat; Bill Alton, Lindsay Murray- Roger Horton, Tom Ellis Date, 02/19/2009 10.36.17 AM Subject: RE. Delamination Fix TEXT htm Ingo We need definition as to drain pipe should remain accessible for maintenance purposes If the pipe is captured in the wall there is still access to the pipe for clean out at the top of the wall as designed. The pipe cannot be relocated, so you need to define the maintenance purposes. You should also note from the photo that the pie is either leaking or there is water coming from the wall or the pipe is backed up, which would appear to be a construction issue Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com<mailto•scruse@parametrix.com> From: Ingo Goller [mailto•igotler@xltech com] Sent. Thursday February 12, 2009 8.24 AM To: James Dugan Cc: gcutler@cityofpa.us, Roger Horton, Tom Ellis; Bill Alton; Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. RE. Delamination Fix Jim, I will search our photo file to find a picture showing the drain pipe Also, I must remind you to not have Stan make direct contact as was requested by COPA official. Thank you. Ingo Goller PE Construction Manager Exettech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igotler@xltech.com<mai lto:igoller@xltech.com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exettech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. James Dugan file.//C \Documents and SettmgsJheathTocal Settmgs\Temp\messages.xml 4/21/2009 Page 2 of 5 Sent: Thu 2/12/2009 8:01 AM To: Ingo Goiter Cc: Stan Cruse Subject: RE. Delamination Fix Ingo Without the benefit of a picture or something similar regarding the condition you are referring to I cannot determine from your email if you are asking a question, if there is an issue if you need something from us, or if you are simply stating a fact for the record Please advise Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone- 253 752.9862 fax: 253 752.9865 cell. 253.278.8105 jdugan@parametrix.com From- Ingo Goller [mailto•igoller@xltech.com] Sent: Wednesday February 11 2009 3.28 PM To: Stan Cruse; James Dugan, Mahlum, Jim Cc: Weed, Terry- Diane Lenius Subject. RE. Delamination Fix Jim / Stan There is a 4' diameter ductile iron pipe mounted to the wall and tied to a PVC pipe through the slab The drain pipe channels storm water collected on the plaza deck to the CB in the plaza garage The drain pipe should remain accessible for maintenance purposes. Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mailto:igoller@xltech.com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. Stan Cruse Sent: Tue 2/10/2009 5 13 PM To James Dugan, Mahlum, Jim Cc: Weed, Terry- Goller Ingo, Diane Lenius Subject. Delamination Fix Attached is the delamination fix and beam support. We recommend that this be implemented unless you have questions or comments that need to be addressed. Please contact Jim Dugan if you have any questions or comments. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse Corporate Architect phone- 360 850.5313 fax: 360 479 5961 file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 3 of 5 scruse@parametrix.com<mai lto•scruse@parametrix.com> file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 CML,ENGINIEIIG s• 'LAND.SVR�vG 301 East 6th Street,Suite I E,, ASSOCIATES Port Angeles,Washmgton 98362 1 N C 0 R P 0 R A T E D (360)417-0501 Fax(360)417-0514 February 18, 2009 E-mail:zenovic@olympus.net Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street RECEW Port Angeles,WA 98362 FEB 18 2009 SUBJECT Port Angeles International Gateway CITY OF PORT ANGELES Dear Mr Lierly, BUILDING NVIVON This office has reviewed the proposed repair plan and calculations of the concrete spall under PB-3 dated February 10 2009 from Bright Engineering, Inc. Based on the review we find the proposed repair unacceptable with a number of issues that must be addressed Following is a summary of the issues noted in my review- 1 The shear friction reinforcing is not placed in the area requiring shear friction reinforcing per ACI 318 Shear friction reinforcing is typically placed to reinforce the assumed theoretical 20 degree failure plane under a concentrated load (i.e. the area of the spall). The reinforcing shown on the plan is placed below this area and the new wall would be acting as a cantilever to resist the shear friction forces. Without the shear reinforcing across the failure plane, the failure plane crack may re-occur at the same location with the anchored wall cantilevering to resist the new wedge sliding into the boundary between the new and existing concrete The top anchors in the proposed design would tend to see much more tension due to the cantilever effects on the wall and their proximity to the possible assumed failure wedge. 2. ACI 318 requires that shear friction reinforcement shall be appropriately placed along the shear plane and shall be anchored to develop the specified yield strength on both sides by embedment, hooks, or welding to special devices The proposed epoxy anchorage system does not develop the yield strength of the reinforcing bars specified It would appear that the only method to develop the yield strength of the reinforcing would be to extend anchors through the wall to something behind the wall For clarification, the length of the hook in the new wall shall be specified in the plans to show that it develops the yield strength 3. The shear friction design force should also include a tension force from the beam as indicated in ACI 318 The force would be at least the effects of the continued creep (from over 780 kips of post tensioning)and shrinkage of the beam plus temperature shortening as well as a portion of the vertical load The support wall with the spalling not only has unintended partial base fixity but the adjacent 45 degree wall creates high restraint against the wall moving with the shortening of the beam It would seem that the minimum applied horizontal tension value used in the shear friction design may be much higher than expected 4 The Hilti HIT 150 epoxy does not meet the requirements of ACI 318. Hilti HIT-RE 500- SD epoxy does meet ACI 318 requirements but its capacity would not appear to develop the tension capacity of the#6 rebar with specified bond strength considering phi factors Calculations complying with the requirements of ACI 318(see AC308 for post installed anchors referenced in ACI 318)shall be provided for review Calculations shall include conditions of both cracked and uncracked concrete. Also as referenced in item#2 above, shear friction reinforcing need to fully develop for the yield stress of the reinforcing bar Page 2 Port Angeles International Gateway February 18, 2009 5. With the flexible bearing pad under the beam which does not have the rigidity of concrete, it is difficult to imagine that the total vertical load of the beam will be transferred through the bearing pad into the new wall, even through beam rotation, unless there is a failure in the existing wall or end of the beam which would lead to other complications. That said if the load does transfer into the new wall it would seem that the load may overstress the pile cap and also induce a moment into the pile with this loading and they should be analyzed for this loading. Based on my review and as noted above there are a number of design issues, including possible improper design for the shear friction forces, which need to be addressed prior to approval of the spalling/delamination repair under P63. As was noted in my previous letter it is also my recommendation that Robert Mast be involved in the review of the proposed repair not only because he is one of the fore-fathers in the concept of shear-friction but also because he gave recommendations as to the proposed repairs including a design which takes into account shear- friction. Please call me if you have any questions on this matter Sincerely Tracy Gudgel, P E. Fc: JN 08091 ba e STRUCTURAL CALCULATIONS PORT ANGELES INTERNATIONAL GATEWAY REPAIR OF CONCRETE SPALL UNDER PB-3 PREPARED FOR: KREI ARCHITECTURE—A PARAMETRIX COMPANY / DATE: FEBRUARY 10,2009 BEI No. 116.03R ~Lj�r�g{�t �naneeTing In:. 1807 7m Ave. Suite 1100 1 Seattle,WA 98101 1 T 206.625.3777 1 F 206.525.1851 1 www.bdghteng.com I inio@brighteng.com 6 gjr(g4 C—ngtneermo Inc Consulting Structural and Civil Engineering February 10,2009 BEI# 116.03R Parametnx,Inc. Attn: Stan Cruse,Project Manager 2IO2 N Pearl Street,Suite 301 Tacoma,WA 98406 RE. PORT ANGELES INTERNATIONAL GATEWAY Spall Repair Stan, The attached calculations and details are for the repair of spalled concrete under PB-3 This is a revision to FS-18 that was previously submitted for review Again,please note that the new concrete wall facing is designed to carry the entire reaction of PB-3 and is doweled into the existing wall to act compositely for load transfer should the demand be required. Please call me if you have any questions. B arils, Aet,.k, SE ` 07 ,,- � T1. ; _� � 8 (q) 7 I- 'EPDXY'SHALL 6E HR 71 MT 150 OR APPROVED EQUAL. ! 2. CONCRETE TO HAVE COMPRESSIVE STRENGTH T 4000 ps AT 2B DAYS Q ^� • 1. _ . I� 3. REINFORCEMENT TO ASTM A515 Iy 60 sI. 0 ! LZ LE. LE. Lp • I 4. BEARING PAD 70 BE JN INC MAS"CORD OR APPROVED EQUAL5. NON-SHRINK GROUT SHALL BE MASTERFLOW SOO BY MASTER BUILDERS ^ OR APPROVED EQUAL q/ 4'-O 'A/ 6. DOWELS SHALL NOT COMPROMISE EXISTING WALL REBAR.DOWELS SHALL HOOK OVER INTERIOR WR71CAL WALL BARS. PLAN SCALE:.314-1--0- EXISTING SLAB m PBJ A 1 I PLAZA EL 21' 7' t EXISTING WALL y REAM 9'PAD AND 9 t 2" 9"f 2' EXISTING 1 COMPRESSIBLE DIAGONAL WALL FlLIER W -fill ni DRILL BEAM FOR J/4'0IA AJ6si'-6"DOWELS. j 5"I PBJ ENSURE THAT Pp*IRES AND OTHER..NOT • I COMPRIOMISED ttt I I • I I i - • e I • I 166.2 EF PUN NOOK TOP 1 I •.i 2'CONC f e • • COVER I I1 T 112 CONC I 1 5 • • COYER 0 ! DR1uE0 HOLE FOR SNUG FIT OF DOKI ALLOW• j T TOP OF DOWEL TO CAP FROM 16612 EF OOL TOP HE OK Ali NOOKS I I • t BEARTNC PAD&300 12' j GRADE SUR (CLUE TO UNDERSIDE OF • - I EL 70-0` - .. BEAM) - '6 1/2' EPDXY 3015 J-EMBED 8 1/2' APPLY CONCRETE —i/2'COMPRESSIBLE INTO EXISTING WALL SEE NOTE 6 BONDING AGENT FILLER REMOVE LOUSE CONCRETE AND CLEAN SURFACE FOR `BT/= 6'x30"w/ NON-SHRINK GROUT (:)J/4"DIA x4" • STUDS 6 iB GA m ELEVATION SECTION DETAIL SCALE: 3/4" '-0' - SCALE: 3/4' V-0' - SCALE: 1/2'=V-0' T BRIGHT ENGINEERING,INC " J/w sh Ate, T .we•.Tom, PORT ANGELES INTERNATIONAL s� rE E�MOE oiia rJOJ yN/wnuA 31,11 rOD GATEWAY TRANSPORTATION CENTER '— AFLLSNMV u _ L 6-6I !Y7] ___ ¢s SOS-QJ3-rfSr REPAIR AT P83 t•ppAt I f5*B.a.p 6 rigkt E—nglneering Inc Consulting Structural and Civil Engineering 1809 71h Avenue.Suite 1100 J Sea Me,WA 98101 1 P•206.625.3777 J F 206.625.1851 1 info@b6ghleng.com Date: Z.r0S By L)PH BEI No. Sheet No. / of Sheets Subject- T Atj-9 *TEk A J G �'"+ip i�.w�xyl n SIL GGA Spa� 4. (ci,c fl 1 ire O c e d P,La (-4 JO U,r,rA� 5r = tb -l-2� ) 7 !Lx 2(I11A 4 55 xo1��� . 23 x 112= 7 4Y -}rI04 Qngineermg, Inc Consulfing Structural and Civil Engineering 1809 7th Avenue,Suite 1100 1 Seattle,WA 98101 1 P•246.625.3777 I F,206.625.1831 1 into@abdghteng.com Date: By LPH BEI No. I --03 Sheet No.2--' of _Sheets r Subject: G3't"' � an — F act 4 3S } $ It t.N _, r /I /I m o 6 �rlg�1E Qnglneering Inc Consulting Structural and Civil Engineering 1809 7th Avenue, /Suite 1100 1 Seotlle,WA 98101 1 P•206.625.3777 1 F,206.625.1851 1 info®bdghteng.com of Dote: 2- _ By. BEI No. Sheet No. 3 of Sheets Subject: 66,S` L 2..(3o�-ta) � bi ws- 4 x 3 -(k� 2 r,,t rc t4- = Asa saro xv.o 1 LIP 61 ,9 9C—ng in eerintj Inc Consulting Structural and Civil Engineering W -7,othkAtvenue.Wle 1100 I Seattle,WA 98 101 1 P*206.625,3777 I F*206.625.1851 1 infoOb6ghleng.com Dale: BEINO. Sheet No.—!t of Sheets Subject: f O-rT A t,-7 2-� ®0 u 6x30-' vio" Appfoje,� C,3 1 LCIIA �,-'- IN r` �L/T f�e"avw loos I 57 30{, 12- LZ } 4 S E-(�7 I C S �ZTL.. LIP- corA �-Y� -77 �t e.rcis�tPIT fS34�S�lDrvtlSq f Eeis4 k ---'71 bPK at ti, IZ 644 honks 4�pxls 0) rt .0 F-t__E \/ 7 ) _ err `C 1 m'} c� V a i Page 9 of 9 Internet Message Tovell. Properties From: Stan Cruse <SCruse@parametrix.com> To: Jim Mahlum; James Dugan Cc: Terry Weed; Diane Lenius; Ingo Goller Date, 02/10/2009 05.13 16 PM Subject: Delamination Fix TEXT.htm Structural_Calculat_i_ons_PAIG 021009.pdf Attached is the delamination fix and beam support. We recommend that this be implemented unless you have questions or comments that need to be addressed. Please contact Jim Dugan if you have any questions or comments. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse Corporate Architect phone- 360 850.5313 fax: 360 479 5961 scruse@parametrix.com<mai lto:scruse@parametrix.com> file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4,121/2009 Page 1 of 3 Internet Message Novel[. Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan, Ingo Goiter Cc: ab@brighteng.com; Jim Mahlum; Bill Alton, Lindsay Murray- Roger Horton Date- 02/09/2009 01 19.24 PM Subject: RE. Design of Delamination Repair e TEXT.htm Ingo Ade is working on the fix and has promised it by tomorrow Tuesday February 10 2009 It will be a modified version of his original design, which will include anchoring to the existing wall by shear friction mechanism as Ade stated in his February 3 2009 Letter which you were sent on February 4 2009 It will include calculations to support the design. We will forward to all interested parties when we have reviewed and approve its release Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com<mailto scruse@parametrix.com> From: Ingo Goiter [mailto igoller@xltech.com] Sent: Monday February 09 2009 1 08 PM To- Stan Cruse- James Dugan Cc: Roger Horton, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. Design of Delamination Repair Jim / Stan What is the status of the design for the repair of the plaza garage east wall delamination?Curious minds would like to know! Ingo Goiter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mai lto:igoller@xltech.com> Ph: 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use, interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Claffam Zransit System (360)452 1315 830 W Lauridsen Blvd. 1-800-858-3747 WA Port Angeles,WA 98363 FAX(360)452 1316 www clallamtransit.com Passenger Assistance: (360)452-4511 February 3 2009 R1Dept.ofC0Mmunityl)evel()Pme!nt 0 - FEB - 3 2009 OF PORT ANGELE Nathan West Director of Community and Economic Development City of Port Angeles PQ Box 1150 Port Angeles, WA 98362 Dear Nathan Thank you for your work and effort towards completing the Port Angeles Gateway Project. As the property owner Clallam Transit appreciates that you and your respective teams were willing to consider third party opinion and input regarding the structural delamination issue noted in the southeast corner of the facility As you know attorney Craig Miller representing Clallam Transit, retained Bob Mast of the firm of Berger/ABAM to provide an independent analysis of the structural concerns and related design issues that surfaced last summer The purpose of this letter is to notify all parties that Mr Mast's work for Clallam Transit to make an independent analysis has been completed While Clallam Transit may request Mr Mast to perform additional work in the future he is not authorized to participate in any design activity Again thank you for your continued cooperation as this project moves forward If you have any questions please feel free to contact me Sincerely Terry G eed General Manager cc: Glenn Cutler Director of Public Works and Utilities _ _ J ` CMI.ENGINEERING �T j j LAND SURVEYING Oj & ASSOCIATES 301 East 6th Street,Suite 1 Port Angeles,Washington 98362 1 N C 0 R P 0 R A T E D (360)417-0501 Fax(360)417-0514 January 30, 2009 E-mail:zenovic@olympus.net Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles,WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly This letter is a follow up to my letter dated January 29 2009 in regards to the Independent Review and Evaluation Report by Robert Mast of Berger/ABAM Engineers, Inc. dated January 23 2009 and additional issues not yet addressed by the design engineer Ade Bright. Although there are a number of issues never completely addressed by Ade Bright, I believe the report by Robert Mast addresses the main causes of the cracks and gives a basis to proceed with repairs and placement of the topping slab on the project. After reviewing the report I contacted Robert Mast by telephone on January 29 2009 to address my questions and concerns from the report as well as verbal issues discussed in a meeting with Robert Mast on January 2, 2009 The following are a list of my questions and concerns, excluding the issue discussed in my letter dated January 29 2009 along with my understanding of the verbal answer by Robert Mast: - The report made no mention of shear friction reinforcing requirements which according to Robert Mast should have been part of the original design as he stated in the January 2 meeting. According to Mr Mast, who is one of the forefathers in the concept of shear friction, the design should have accounted for shear friction. Based on my clarification phone conversation with Mr Mast, he verified that the final proposed repair needs to be designed to resist shear fraction to provide a proper repair for the spalling/delamination under P63 I would like to note that this issue was brought up months ago in one of my letters to Mr Bright with him stating that shear friction was not an issue. The report makes no recommendation of final repairs for the spalling/delamination. However in talking with Mr Mast, he did see in the documentation a proposed permanent repair of the spalling/delamination but did not review or comment on the repair since it was his understanding that the later submitted temporary shoring using a steel braced frame was going to be part of a final design His report does go on to discuss issues with the proposed steel shoring design and that it should be modified since it would likely break the footing in its current location and that the diagonals should be modified to bear adjacent to the piles We verbally discussed the proposed temporary shoring and he feels that it should not be done because it would gain very little and in fact would be very hard to do properly since it would be very difficult to get the plate shims in properly to provide proper support of the beam Also the rigidity of the proposed temporary shoring is much weaker than concrete and would deflect under the load At this time I will not discuss my issues with the revised temporary shoring plan recently submitted in a letter dated January 22, 2009 by Krei Architecture since it appears another course of action may take place It should be noted that the concept of a fail safe shoring system was proposed as a method to allow work to proceed while Bright Engineering addressed the design questions of the building department which have been asked and not answered over the last several months. Page 2 Port Angeles International Gateway January 30 2009 - The report mentions a discussion as to the state of the existing bearing area under PB3 and the fact that is impossible to know the exact state of the beam end encased in the wall In my discussion with Mr Mast he states that although the condition of the end of the beam is unknown he believes there would be signs of cracking if there were an issue. He also verbally stated that the final repair would address this issue. Although it was previously asked of the design engineer to provide a detail of the actual geometry at the end of the beam and to address issues with the change in bearing location on the beam and its reinforcing, it is the opinion of this office that this is no longer required since a properly designed fix will address the issue based on my discussion with Mr Mast. Mr Mast discussed in his report that the calculations by Bright Engineering did not show the results of the critical load state at transfer of prestress, when the prestress force is maximum and the load case is minimum In my discussion with Mr Mast he stated that this case should have been looked at and is probably the cause of cracks in the soffit of beams P1311 PB12, and PB13 near the interior support columns. He did state that placing the topping slab should help close these cracks and that in this project there should be no long term effects from the fact that this load case wasn't considered in the design The report describes the cracks in PB4 and the probable cause from the termination of the tendon in the beam Based on the report, the beam has flexural and shear strength well in excess of what is required and this is acceptable as constructed He did note that this type of termination is not typical in buildings and that it would have been more appropriate to reinforce per AASHTO LRFD Bridge Design Specification although it is not a requirement within the building code. Based on the answers provided by Mr Mast in his report and in my conversation with him no additional information is required on this issue It is worth noting that he recommends epoxy injection of the cracks after placement of the topping slab to address serviceability issues. - There was a brief generic discussion in the report about the fact that post tension forces transfer out to other members We discussed this issue and the fact that some of the forces end up being transferred out to the walls and other members and do not stay within the beams It his opinion that although some of these forces transfer out to these other members the P T forces remaining in the beams are adequate. In my discussion with Robert Mast he asked about the monitoring program and where the results were for his review I stated that the only monitoring I was aware of was the camber monitoring that he had the information on. He stated that at this point he did not feel that monitoring would help address the issues He did however state that a monitoring program should have been implemented months ago to help answer the questions.At this point it appears a monitoring program is not necessary although I did recommend in my letter yesterday that at least visual monitoring be performed after each topping slab pour to look for any signs of additional cracking, enlargement of cracks or spalling. - We also discussed the termination of the bottom reinforcing in the beams. He stated that a straight bar termination is typical in a normal reinforced structure but that in a post tensioned structure it is typical to.hook the bars into the wall It is my understanding of our discussion that although they should have been hooked, the final repair plan for the spalling/delamination which would include proper reinforcing for shear friction would address this issue. It does appear based on the report and my conversation with Robert Mast that the design engineer did fail to account for all design issues, especially the effects of Contract Change Order #4 which affected the behavior of PB-3 and PB-4 and likely led to the spalling/delamination issue under the end of PB3 The report by Mr Mast appears to answer the cause of the cracking and spalling/delamination and should lead to the proper design and repair of the spalling/delamination Page 3 Port Angeles International Gateway January 30 2009 under PB3. It appears, based on Mr Mast's analysis, that the structure will support the required loads and be structurally adequate once a proper repair is provided for the spalling/delamination issue. Since the report and the conversation with Robert Mast appears to address the cause of the cracking and spalling/delamination, there appears to be no reason to ask the design engineer to answer the questions himself I would like for Robert Mast to verify that my comments and statements above correctly represent my interpretation of his report and the answers of our verbal conversation of January 29 2009 This letter does not give approval of any proposed repair for the spalling/delamination under PB3. The proposed repair including structural calculations, shall be submitted for review and approval prior to beginning any repairs other than placement of the topping slab as per my January 29 2009 letter It is recommended that this office along with all interested parties be required to review and approve the proposed final repair plans and calculations for the spalling/delamination in the wall under PB3 prior to performing the work. It is the opinion of this office that Robert Mast be part of the review and approval of the proposed final fix by the design engineer Please note that final occupancy of the building should not be approved until any and all structural repairs and other issues are resolved to the satisfaction of the building department. Please call me if you have any questions on this matter Sincere y Tracy udgel P E. Fc: JN 08091 11 ��`was Page 4 of 19 Internet Message Novell S' Properties From: Stan Cruse <SCruse@parametrix.com> To: ab@brighteng.com, Jim Mahlum, James Dugan Cc: Diane Lenius; Tom De Laat Date- 01/29/2009 04 20.45 PM Subject: RE. PAIG Shoring Plan Update AR TEXT.htm Ade It is not a matter of contractual agreement, it is a matter of acknowledging the discussions and the documentation of the meeting is correct. This is done all the time Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com<mailto scruse@parametrix.com> From: ab@brighteng.com [mailto:ab@brighteng.com] Sent: Thursday January 29 2009 4 16 PM To. Stan Cruse- James Dugan, Jim Mahlum Cc: Diane Lenius, Tom De Laat Subject: RE. PAIG Shoring Plan Update Stan, I don't believe I can compel ABAM to sign because there is no contractual agreement between us. It is possible to ask his concurrence by initialing the memo and to indicate his lack thereof You may want to bounce this off Mr De Laat. Ade Bright, PE, SE Bright Engineering, Inc. From. Stan Cruse [mailto:SCruse@parametrix.com] Sent: Thursday January 29 2009 3 26 PM To: ab@brighteng.com, James Dugan, Jim Mahlum Cc: Diane Lenius, Tom De Laat Subject: RE. PAIG Shoring Plan Update Ade It would be good for the record that Bob signs off on your memo officially so we have something to support our correspondence to City of PA ft Clallam Transit. To me that would be a signature line for him to sign and date PDF for expediency Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com<mailto:scruse@parametrix.com> From. ab@brighteng.com [mailto.ab@brighteng.com] Sent: Thursday January 29 2009 3 21 PM file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 5 of 19 To: James Dugan, Jim Mahlum Cc: Diane Lenius, Tom De Laat; Stan Cruse t Subject. RE. PAIG Shoring Plan Update Jim/Stan, I just spoke to Bob and we are meeting in his office on Monday morning. I'll prepare a meeting memo after out meeting. Ade Bright, PE, SE Bright Engineering, Inc. From. James Dugan (mailto.JDugan@parametrix.com) Sent: Thursday January 29 2009 2:08 PM To. Jim Mahlum Cc: tweed@clallamtransit.com, Sandie Barnhart, Glenn Cutter- igoller@xltech com; Diane Lenius, Tom De Laat, Stan Cruse- ab@brighteng.com Subject. PAIG Shoring Plan Update Jim We have completed our review of the Berger/Abaco Engineers, Inc. PAIG structural report and have discussed the report and next steps with Ade Bright of Bright Engineering. Ade will be contacting Bob Mast of Berger/Abam today to further discuss the recommendations contained within the Berger/Abam Report regarding Shoring and to align with regard to next steps. The Shoring Plan submitted on January 22 2009 may or may not be amended, based on the pending discussion between Ade and Bob Mast. At this time do not proceed with the January 22, 2009 Shoring Plan until we have received a revised/confirming written direction from Bright Engineering. We anticipate receiving this information no later than Monday February 2, 2009 and will forward it to you immediately upon receipt. Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone- 253 752.9862 fax: 253 752.9865 cell. 253 278.8105 jdugan@parametrix.com file.//C \Documents and Settings\heath\Local Settings\Temp\messages.xml 4/21/2009 ids ORT NGELES ►�,_� WASHINGTON, U S A Community & Economic Development Department January 29, 2009 z • a, Jim Mahlum : - Project Manager F Public Works and Utilities Department j y.. City of Port Angeles 321 E.Fifth St. Port Angeles, WA 98362 rz Subject: Removal of STOP WORK NOTICE-Port Aneeles.International Gateway } Dear Mr Mahlum. �• As the City Building-Official, I am directing this letter to you in your capacity as project manager E and applicant of the above mentioned project. On November 21, 2008, I issued a STOP WORK NOTICE on the Port Angeles International Gateway Facility plaza. On January 28,2009 I.received a report from Mr Craig Miller entitled"Independent Review and Evaluation. Gateway Transportation Center Plaza-Structure Port Angeles Washington." The report was certified by Mr Robert Mast,.State of Washington Professional Engineer It � e , �., .��>,. �s Y-,. documented analysis of structural concerns and design issues identified by myself and Zenovic ". '. '" rpt ' and Associates (my contracted engineer reviewing the.project) Mr Mast has conducted multiple reviews of the structure and-has concluded placing of the"topping" is a reasonable course of action. In view of Mr Mast's analysis and recommendation and upon thorough review of his findings,I hereby remove the_STOP WORK NOTICE. I am allowing for the plaza deck to be loaded in accordance with the attached letter from Mr Tracy Gud el of Zenovic and Associates. At this time no occupancy shall be permitted until such time that outstanding issues discussed at A ., the October 9 2008 meeting attended b u and other project proponents are satisfactorily �� .:y g . by P j P P Y `.- 'x' .resolved. A letter will soon follow-outlining those concerns that remain to be addressed prior to occupancy Sincerely ;. Nathan A. West,AICP " t- w , Director of Community and Economic Development iA CC. Glenn Cutler Director of Public Works and Utilities, City of Port Angeles Kent Myers, City Manager City of Port Angeles Phone 360-417-4750/Fax 360-417-4711 Website www.cityofpa.us/ Email smartgro`avth6cityofpa.us 321 East f=irth Street P 0 Box 1150/Port Angeles WA 98362-0217 CML ENGINEERING LAND SURVEYING EN OW& ASSOCIATES 301 East 6th Street,Suite 1 Port Angeles,Washmgton 98362 I N C O R P O R A T E D (360)417-0501 Fax(360)417-0514 E-mail:zenovic@olympus.net January 29 2009 Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly I have reviewed the Independent Review and Evaluation Report by Robert Mast of Berger/ABAM Engineers, Inc. dated January 23, 2009 which was performed for Craig Miller in regards to the Port Angeles International Gateway Project. It is my understanding that the purpose of the report was to provide an independent review of the cracking and spalling/delamination issues at the project noted above This report addresses a number of the issues previously brought up to the design engineer Ade Bright, which had not yet been answered to the satisfaction of this office or the building department. To expedite the process, I contacted Robert Mast by phone today January 29 2009 to get clarification on several items within the report. The most pressing question in the report was a statement on page 6 stating A reasonable course of action may be to go ahead and place the topping now and concentrate on the permanent repair' which was somewhat vague as to whether this was a proper course of action. Based on my phone conversation with Mr Mast, he is comfortable with allowing placement of the topping slab at this time since the imposed load of the topping slab on the supporting wall of P63 where the spalling/delamination has occurred is only 4 kips He feels this loading can occur without endangering the structure based on his review and calculations and that temporary shoring is not required to allow resumption of the work. In order to expedite the resumption of work by the contractor it is the recommendation of this office that the building department remove the stop work order and allow the placement of the topping slab while the final design of the spalling/delamination repair is completed It is recommended that a condition of resumption of work be that this office, along with building department personnel and any other interested parties perform a visual inspection after each pour to determine whether the increase in load is causing any additional cracking or spalling. If it is found that the work is creating additional cracking or spalling, it is recommended that the building department retain the right to stop work until the issues can be resolved to protect life and safety The recommendation of allowing work to begin in no way constitutes an approval of the structure or any proposed repairs nor does it constitute a final of the structure or a certificate of occupancy It is recommended that this office along with all interested parties be required to review and approve the proposed final repair plans and calculations for the spalling/delamination in the wall under P133 prior to performing the work. It is the opinion of this office that Robert Mast be part of the review and approval of the proposed final fix by the design engineer Page 2 Port Angeles International Gateway Y January 29 2009 Although not all questions and concerns have been completely addressed, it is the opinion of this office that work may progress while the remaining issues are addressed A number of these issues were clarified during my phone conversation with Robert Mast and a follow up letter will be provided to your office. My intention of addressing only this one issue is to allow work to commence without further delay since the report and phone conversation with Robert Mast indicate that it is safe to do so Please call me i you hav any questions on this matter Sincerel Tra y Gudgel, P E. Fc: JN 08091 6 O�wA NQS ION of goer q,yc REQUEST FOR INFORMATION (RFI) FORM PROJECT NAME. Port Angeles International Gateway PROJECT/CONTRACT NUMBER. 97-20 ORIGINATOR: Primo Construction Inc. ❑ Owner XXl7 Contractor ITEM: REFERENCE DRAWING OR SPECIFICATION, DESCRIPTION OF CLARIFICATION/REQUEST 329-3/A3.06 shows batt insulation w/metal framed, plaster covered lid, where plumbing is present. There is no plumbing under the transit building The plaster lid shown would interfere with sprinkler system and drains. Please advise. 329B Please provide a detalf w/dimensions. It appears there is not enough room for the plumbing when you scale the drawings on A3.06. We also need an attachment method for ceiling hangers. See photo attached. 329C—After reviewing the drawings and specs we can only come up with 2' of insulation under conditioned spaces of the transit building Stan's response said 6" min Is there going to be a CO or have we missed something? Please let me know as soon as possible. DATE REPLY REQUESTED- 1/28/09 CRITICAL TO SCHEDULE. XX YES o NO ORIGINATOR SIGNATURE. Roland Ordona, Patsy Busby DATE. 1/22109 COMMENTS: Insulation is called qut as R-38 thermal value. See plan sheet A3.06 Detail 3 Ingo Goller Construction Manager 22 Jan 08 February 24 2009—The contractor is proposing to install rigid bat insulation under the stab below the Transit Building(conditioned areas)and pipe insulation on all exposed suspended pipe. Is this acceptable? Ingo Golfer Construction Manager This is acceptable, although it should be rigid board insulation and not batt insulation Insulation value specified is R-38 under slabs which would require at least 6 inches of specified rigid board insulation. Stan Cruse, Krei Architecture,2-24-2009 RFI Number 329 C CADocuments acid SettingslecusestalDesk-toplGateway RFI#329 C 2-24-09.doe O i a RT NGELES WASHINGTON U S A Q 1 �v PUBLIC WORKS & UTILITIES DEPARTMENT Date: January 26, 2009 To Nathan West, Director of C mmumty Development From. Jim Mahlum, Civil Engineer w-�-- Subject: Gateway Project—Krei's letter of response to delamination issue Attached is a letter from Krei Architect and one from Bright Engineering, responding to our letters dated, January 7, 2009 letter and Zenovic's letters dated December 3 & 36, 2008 Please review and comment as appropriate RECHWED CC Exeltech Eof 6 2009 Clallam Transit r/lt RT ANGELES nity Development N\PROJECTS\97 20 Gateway\26 Claims&Liens\CED\delamination 1 26-09 letter forwarded to CED.doc 1002 SW 15th Street SW,Suite 220 Auburn,Washington 98001 telephone 253 269 1330 facsimile 253 269 6899 krei architecture January 22, 2009 Mr Jim Mahlum, Project Manager M E rfzk Q v City of Port Angeles JAN 2 6 2000 Public Works and Utilities Department 321 East Fifth St. City of Port Angeles P O Box 1150 Public Works and Utilities Dept. Engineering Services Divisioa Port Angeles, WA 98362-0217 Re Port Angeles International Gateway Jim, We have completed our review of the January 7, 2009 response by the City of Port Angeles and the Building Official's consultant and are providing the following solutions and recommendations for completing the plaza deck loading and repair of the delaminated wall under PB3 Attached is Bright Engineering's response to items of the Zenovic & Associates letter dated December 3, 2008 and December 26, 2008 Based on Bright Engineering's response we are reissuing the shoring design for immediate fabrication and installation. Once the shoring structure is in place, we will require inspection prior to plaza loading. The final design solution for the delaminated wall and beam bearing support will be provided once the plaza deck loading is in place and it has been determined that structural movement is mitigated or at a minimum. We previously provided our recommendations regarding the crack and movement monitoring plan as requested by the Building Official. We have no additional comments and recommend the City of Port Angeles proceed as proposed. This package and the previous documents and calculations provided by the Structural Engineer of Record complete the response to outstanding questions. If additional issues remain,please provide an itemized list. Please call if you have any questions regarding this letter or response by Bright Engineering. Sincerely, Jim Dugan, Senior Project Manager Krei Architecture Cc Glenn Cutler Terry Weed Sandie Barnhart Diane Lemus Tom De Laat Attachments Bright Engineering letter dated January 19, 2009 Bright Engineering Shoring Design dated January 20, 2009 -Pnght C—ngineertng Inc_ _ _ _ Consulting Structural and Civil Engineering January 19,2009 BEI# 116.03R Parametrix,Inc. Attn: Stan Cruse,Project Manager 2102 N Pearl Street,Suite 301 Tacoma,WA 98406 RE. PORT ANGELES INTERNATIONAL GATEWAY Response to Zenovic&Associates,Inc.Comments This letter is to respond to Zenovic&Associates comments dated December 26 and December 3,2008 Item 2. We do not agree with Zenovic s comments about lateral torsional buckling of the brace/channel The shoring system we proposed is self-supporting triangle system and virtually no load is carried by the columns.This is basic structural mechanics. Bottom gusset was intended to be YV and has been corrected. Tie bolts have been added to the braces. Item 3 a,b&c) First,Zenovic s comment in regard to change in shear and moment at the end of P133 caused by moving the shoring frame inward is trivial and baseless. The frame is designed to support total reaction at the end of the beam,therefore maximum shear in the beam remains unchanged.The shear reinforcement that is provided is satisfactory by inspection. Secondly,the perceived negative moment on PB3 will not develop unless the supporting wall completely collapses. In that case,the proposed frame was designed to support all the loads. Even then,the magnitude of the negative moment is small and proportional to the load on the 19' overhang. There are sufficient conventional top reinforcements to satisfactorily carry the load. d)Our calculations show a bearing of 431n''is required under the base plate to support the vertical reaction. We provided 168in`which is,by any reasonable judgment,more that sufficient. Items 4&5 It is our professional judgment that it is irresponsible to design a so-called `fail safe support frame that is intended to prevent the perceived catastrophic failure described by Zenovic&Assoc. and to then allow the loaded beam to"drop"onto and be `held' by the support. We do not agree with this concept. Our design asks that the beam be snug with the supporting structure which can be accomplished by specifying driven shims. We have added a note to symmetrically place the shims. Regards, .i'rt `'� a f'f ,►, Ade J Bright, PE, SE �`SfONAL 4tY AC iOc I jr d. `xi't ,��.� H. --i-- E.... 7^ iu' — -- STRUCTURAL CALCULATIONS PORT ANGELES INTERNATIONAL GATEWAY TEMPORARY SUPPORT FOR PB-3 REVISION 1) PREPARED FOR: KREI ARCHITECTURE—A PARAMETRIX COMPANY 1. SRI f �Vs`CIVAL DATE. JANUARY 20,2009 BEI No. 116.03R - �rg�t �neineering Inc -- -1804-7"'Ave.-Suite-1100-I-Seattle,-WA--48101-1-T 206:625:3777-1-F•206:625:1851-1-www.bdghleng.com-1 in[o@bdghteng:com---— - — 6 right QngmeEmng Inc. Consulting Structural&Civil Engineering 1869 r Avernae,Suile 1100 • Seattle.WA 88101 • (206)625-3777 • Fax(206)625-0185 • inb@bdghleng.com + n elQS 1p\�t, nel-h�a1 6ejb PPOIECTNO. S6«t SUBJECT it n ® 3 DATE BY 00 r r, 'r ire d cen d :NNk�-e V, � �+ • r � L4 • • f3rigk.=ngineering Inc. 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Consulting Structural&Civil Engineering 1609 7°Avenue,Suile 1100 • Seatlie,WA 98141 • (206)6253777 Fax(206)625-0185 inb@bNhteng.com ect \I,l i�l ti PxojEcr No. sNm SUB ECT DATE "' v 1'. 70 ,07 r0 3"I►4'/� C.t -GSR. .5x5 Gl2x K 3'-O`� PV tel• '► , 11 y. . vp r• Lr/•� ~ f f ATN o NJ �K A� �1 sl ?AL + L ` Consulting Structural&Civil Engineering 6 �rig�t�ng�neering Inc. 9 9 9 1809 r Avemm,Sudo 1100 * Seattle.WA 98101 • (206)626.3777 9 Fax(206)625-0195 • info®6dghleng.com PPo»cr No. sh«t N.J't SUBJECT DATE 1/"p't S�(� BY S�'•� t 4 L5 � . /b, t)1 , "F _� Y4 t OU 11� SSION LG . (► 5' V 3 D I'L-.. 3 r- � 1 I I � T_ I � s .Y cr tl I'---�y WIDEBRACES <6" g�•Qt FOR BRACES DIM TO CG.S. 6 WIDE BAK LEGS GeAG( I USE FILLER CS UNO I I A5 REdo IZIL CIP USE STANDARD I I GAGE DISTANCE ! f fyp 2"p4l Z4 I1 I STANDARD GAGE DISTANCE j Q LEG LENGTH 9' 7� 6" 5- 4' 3/2 3" I SPACERS REO'D q 4.5 4.0 3.5 3.0 2.5 2.0 175 1 AT CTR OF BRACE 9 SPAN WHEN CROSS q? 91 30 2.5 2.25 BRACING DOES HOT EXIST USE 1!4'/ qt F.I. 3.0 2.5 GUSSET ! A49OF BOLTS W/ THICKNESS STD SIZE HDLES NOTE* ALL BOLT HOLES IN BRACES ARE STANDARD SIZE HOLES. ANGLE BRACING DETAIL 4 t Nn S C-AL ' CIVIL ENGINEERING L!',��O V I� � LAND SURVEYING jY & ASSOCIATES 301 East 6th Street,Suite 1 Port AngelesMashmgton 98362 I N C O R P O R A T E D (360)417-0501 January 26 2009 Fax(360)417-0514 E-mail:zenovic@olympus.net Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway—West Parking Garage Dear Mr Lierly This office has reviewed the response letter dated January 23 2008 from Robert Bourdages of Poggemeyer Design Group concerning my letter dated December 19 2008 and my email dated 1/23/2009 Based on the information provided by Robert Bourdages, it is the opinion of this office that the cracking issues have been adequately addressed and the structure is safe to open for use from a structural standpoint. A copy of the letter and calculations from Robert Bourdages is attached It is my understanding that the original wet stamped version of the letter and calculations will be provided by Primo Construction Please call me if you have any further questions on this matter Sincerely Tracy Gudgel P E. Fc: JN 08091 o�w wNQ R EC" E � W E D JAN 2 6 2009 CITY OF PORT ANGELESSslor��- Dept.of Community Development 1901ci S—' a C_P tM POGGEMEYER DESIGN GROUP January 23, 2009 Mr James Bartee Owner Primo Construction, Inc. 970 Carlsborg Road Sequim,WA 98382 Dear Mr Bartee: RE. Port Angeles International Gateway West Parking Garage Port Angeles, WA Following some final concerns by Mr Tracy Gudgel, P E. of Zenovic&Associates.(email of 1/23/2009), we offer additional commentary regarding the hand calculation of 1/7/2009 relating to beam strength. The hand calculations demonstrate adequate shear and flexural capacity of the beam at the critical section above the short concrete shear walls, in the negative moment region.These beams have a shorter span than the typical beams where no shear walls occur Shear strength was checked using ACI 318-05, equation 11-9. If more refined equations were used,the demand/capacity ratio would improve.This was not necessary because equation 11-9 demonstrated adequacy Hand calculations are provided only as a check on the finite element model The model shows the critical cross section to be adequate for strength. Any cracking in the vicinity of the region investigated has been noted to be hairline in width,thus the calculations are valid " " �., p etr►`;� ;ti Regards, �j�' Of WASP 4C o yew �r C(P (a N 1 yrs foINAL Robert Bourdages, P E., Principal 1/j0 Poggemeyer Design Group, Inc. {. '17 512 6th Street South,Suite 2021 Kirkland,Washington 98033 1 P 425.827.5995 I www.poggemeyerxom POGGEMEYER DESIGN GROUP Made by W Date Job No. CONSULTING ENGINEERS Checked by Date Sheet No. 512 Sixth Street South,Suite 202 Kirkland,WA 98033 14251827-5995 Fax(4251828-4850 Description C,t-_ LIM Job Name WeA ��(,y( t-C-t + �►� d. � mB�sab� a Z�,.g" r IN}L'k„ �v G� Ar n (ss' -r 'J �' N 'f 4 tit 2 j Z" SS4IL t-Q* 1 u- 1 J In s Ik Bou v5 Q fin�� k Kms,) z�•�" S� (v o ac�N s `_may t!- uw = Vc, S. ,c�FG75� GCC' POGGEMEYER DESIGN GROUP Made by Date lob No. I Q CONSULTING ENGINEERS Cheri ed b Date Sheet No. �l 512 Sixth Street South,Suite 202 Kirkland,WA 98033 14251827-5995 Fax 1425)828-4850 Description Job Name Y� Q.= fps o.gsb�r V cJ N r'�L� �i• �� � r N �' ? a74 Q� ►s , � i 7 v,!f3�, _ m v� S31 2Zj" v'9 Z10 p VA z ll bf it v^ c4v remuwi 1 (, Made by Date j 0# Joh No. O n AOGGEMEYER DESIGN GROUP 7 CONSULTING ENGINEERS [herded try Date j Sheet No. 512 Sixth Street South,Suite 202 Kirkland,WA 98033 1425)827-5995 Fax(425)828-4850 Description r C.r1w d Job Name tq'o,� 23.7 20.8 22.8 — _.. — - 22:5..._ _. ? r i 1-21.3 ....._ b 22.2 co ,•! Q ! I CD m1 I � I I T I I I I I I ! I I I I CD I I CD I I I I I f I I I I 7, r 9 o I c I I I I I I I I I I I f I I I I I m I I I I I C; " I I I I I I 1 I A A A n . 70.2 N---� 57.9 4.5•77.5 1 r.. to t- C) I i o a Ir I c I to w I I In cn I I I I C? I f I I I I i I I I I L'. •- I I N I I I I I I 11 I I n ! I r to f c� N '- I I p N I ................................................... 1 M q� IM1 r a Y I n a 8 8 a � d a ;Y Y H h h I� I■ 1111:............i..-n...-----••-----•-]•"---•-�---^ I tl7 f:1 I w w r Record of Communication Staff Member Name —1 I Date Name of Individual Contacted. Subject. Issues discussed. 1)j� L /* ff o. S r + LL4- � � S �✓GLe� rpt ee c' � Pc Esdd- S CITY OF POIRT G f T r ii W A S H I N G T O N, U S A February 6 2009 TO Primo Construction Jennifer Howell FROM Jim Lierly Building Inspector City of Port Angeles RE Gateway garage west Final Inspection An inspection was performed on 1/22/09 at the�west garage of the Gateway transportation center The following items are required before occupancy in the west garage can occur 1 The exit sign on the south lower parking area shall be visible as per the 2006 IBC 2 The stairway at the south lower end of the garage shall have an emergency light, as per 2006 IBC 3 It is unclear as to where the ADA parking spaces are to be located 4 The non ADA spaces do not meet the intent of the parking regulations as set forth by the City of Port Angeles Revised plans must be submitted for approval 5 It was discussed that the turnaround (hammer heads) should be delineated So that parking will not occur in the space designated for maneuvering 6 Structural concerns are being addressed and will be made available once received Jim Lierly Building Inspector 360-417-4816 360-808-0534 jlierly(a)_cityofpa.us Stan Cruse January 15 2009 Page 2 of 2 Once again,the continued trivial comments and editorials by Zenovic and Associates are unprofessional and are causing unnecessary delay and cost to this project. As the Structural Engineer of Record,I question the professional qualifications of Zenovic and Associates in reviewing a structure of this complexity They have thus far disregarded the opinion of a number of reputable Structural Engineers. Since we, and not Zenovic and Associates, are professionally liable for the performance of this structure,we stand by our design regardless of Zenovic and Associates speculative opinion. Please call me if you have any questions. Regards, B11 Ade J Bright,PE, SE SAL Page 1 of 8 Internet Message Novell. s Properties From: Stan Cruse <SCruse@parametrix.com> To: Ingo Goller Cc: Jim Mahlum, James Dugan, Bill Alton, Lindsay Murray Roger Horton, Tom Ellis Date- 01/13/2009 11 56.45 AM Subject: FW P.A. International. Gateway Letter confirming conformance for CO Sensor TEXT.htm Ingo, Susan Smith s comments are below acceptable to use 35 ppm. Is this what you are looking for? Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com From. Susan Smith [mailto:scs@treswest.com] Sent: Tuesday January 13 2009 11 50 AM To- Stan Cruse Cc: James Dugan Subject: RE. P.A. International. Gateway Letter confirming conformance for CO Sensor Stan, We will accept 35 ppm as the operating point for the fan. Please let us know if you need anything further on this. Thanks, Susan C Smith Tres West Engineers, Inc. 2702 S 42nd St, #301 Tacoma, WA 98409 253-472 3300 x131 253-472 3463 F 253 312-6054 C From. Stan Cruse [mailto-SCruse@parametrix.com] Sent: Tuesday January 13 2009 9.09 AM To: Susan Smith Cc: James Dugan Subject: FW P.A. International. Gateway Letter confirming conformance for CO Sensor Susan, Please review and comment. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 2 of 8 scruse@parametrix.com ' From. Ingo Goller [mailto•igotler@xltech.com] Sent: Tuesday January 13 2009 9.05 AM To Stan Cruse- Robert Kugen, James Dugan Cc: Roger Horton Tom Ellis; Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: FW P.A. Internationa. Gateway Letter confirming conformance for CO Sensor Jim / Stan, Attached to this forwarded e-mail is a letter from Control Contractors dealing with the calibration of the carbon monoxide sensor in the plaza garage Is this sufficient?Based on the letter the sensor is set to turn the fan on a 35ppm concentration and turn the fan off when the concentration falls below 35ppm. Plan sheet M1 01 calls out for the sensor to turn the fan on when the carbon monoxide concentration is at 50ppm and turn the fan off at 25ppm carbon monoxide concentration Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igotter@xltech.com<mailto:igoller@xltech com> Ph. 360.417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exettech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all tosses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. Patsy Busby Sent. Fri 1/9/2009 12.46 PM To- 'Ingo Goller' Bill Alton Subject. FW P.A. Internationa. Gateway Letter confirming conformance for CO Sensor From- dennymsm@comcast.net [mailto dennymsm@comcast.net] Sent: Friday January 09 2009 10:43 AM To- Ordono, Roland Cc: Busby Patsy Subject: P.A. Internationa. Gateway Letter confirming conformance for CO Sensor Roland, Attached is the letter for the CO Sensor confirming proper installation as requested by the owner Thank You, Denny Brown file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 R E C V E , ,N JUN 111009 CITY OF PORTA►l Fib; . Dept,of Commnrutyr0eNelopmEi January 8 2009 Port Angeles International Gateway Lower-Level-Parking-Garage Carbon Monoxide Sensor-/Exhaust Fan Test To Whom It May Concern. In June of 2008, Control Contractors, Inc installed a Vens Industries Model G Carbon Monoxide Sensor per specification note 14 on mechanical drawing Ml 01 (See cutsheet below) It starts and stops fan EF-7 to remove harmful carbon monoxide from the parking area. The Device Engineering Specification quotes "The G Series devices are equipped with a relay contact that closes when CO level is below 35ppm and opens when the CO level is above 35ppm." Control Contractors Inc wired EF-7 to start and stop from this relay contact. On Sepember 29 2008 Union Electrician Ted Dahm of Control Contractors Inc called Veris Technical Support to verify installation wiring and operation of the CO sensor The sensor is factory calibrated Ted then verified operation with the inspector The inspector saw proper operation and signed it off as accepted. Sincerely Darin Veach Operations Manager Control Contractors, Inc C David VanVolkenburg—Control Contractors, Inc Branch Manager Control Contractors, Inc. 1128 Poplar Place South Seattle Washington 98144 Phone.206.328 1730 Fax: 206.328.0829 coNTROL am Page 2 of 3 INfSiV f1LEPtOWN Carbon Monoxide Sensors MOUNtS LitRfCRY TO CONWIT r GSeries car bon rrr_noxidesensors na;sinimenergy lTyhacmraryartJstabifity —.--- ------- =-s&Arigs,%04-ersuring optimal ventilation..the ■ r rorQsormrttrolled:hgh'aceracy, Gtf' sntsasa9Dw,., ttdationsysoemstobecordroNedby excellentstabifity theamourttofCOpresentinalocatiorLTte(,SeOes ■ Nocalbrationrequired-easy inaintenarKeand i derectsfluchutionsinCOleels,and itsignalsaa w-ry-heeopesaticn systems to provide aninlet othestl air oomal forth 1 f _ t ■ etal®cidtserroconducta(tAd3►sYtsot .r.trn rash. space atagiven time.inthis ntamrer,[tie venddation iawy-I fan dies not need to mncmdmuatstf sawing energyL@rsa(dewrl)rrthFovpa�afarap�r8mtioas and reducing maintenance coas.It there isanexcess CO level in a kxatiun the G Seriesw 6 alert those in ■ Lrdertace to DDrsystem W parel,a direct fancordral the area with both anaudible and a vbmlalarm ■ Onboard relay for directventiLationfan contral • fhtt5eriesdevicesareequippedwidiarelaycontact ■ Selectableoutput:4--2OmAorIJ5V!040rlDCfcs thatdoseswhenCOlevelebelow35ppmandc}ens operationfledbiity ♦ "'�.__� when the CO kRl is above 35pprn Removal of the sensor,interruption ofpvrer,arcut,Ares cause the Watff&ommn6olinparkfnggemgesfor relaycircuittoopenand start thefan.Minimumrelay eneryysovings exie time is 3 nnmtes toprevert fan biwit-c crag. ■ 5-year,{rung-fife replaceable sensor element 5A�4 ■ frdeifacetomnwlsstemvia4-dhnAor(}-5;()- 4udibleAHrm SSdRadannseurdsifCDle'relrises y above 100ppmfor 30rninuteas. ICOVDCoutput ■ fad-safealarm relay handles Samlafor direct APPLICAnoNS fannmrdrol 3 ■ (onbollirgparkinggarage:.tndtaticn ■ Audibleexpc)mreaL-imlOOppm30rretmtespei l ■ Ensuring OSHAairquality compliance in 61204-rtsy aoobkst atirg ¢ ® J (otrmercialbuildings and fatuies SPEORCOONS X Series Sensor) - IrputPower 12-'•OdOC'?eytr,ii+A�L7lC,0 `�?yn Sensor Digi illy-profiled M1M1e�i Oxide Szmkonducror(btOS) Sensor tife 54yeas,,oical,wplaceable GM.xAMonitoring Station DetectlonRange 0 to 20nppni Analog Output >viresourdn14-lcrnkoras voltagel the G&A moritoringstattalannndigitalinputs outputscaling Us -wlectaLl 1100ppnES 200ppmI.' from up to fomscrtsorsto provide alarmstatus Response Time 2 minu Fes30 second sample interval elcle indication for each(hanndardaForm COOT) Relay Output N.O.F,rnA0'-:FA@3UjC/vDC(Use,ath rcon[zttod fanaLtuationrelay.IfanyofthesesorsdelectsCO Relay Setpoint 35opm hroelsabove 35ppmaifafault isdetected,the High LimitSetpoint 100ppm`or'Ominutes cpriesponditgalarm statusindiratdfightsardthe HlghlfmhUarm Audible,35d.B, sets below 100opm;(Solid-sr3tecontact ie-ASveraon) fart de-e e5HighLionitContactI-ASmodels) 250VAClD(,12OrnArnv-8..350 �� }" LED Indicators Noma l=Green;(alforvendiadondred;High-Iimil alarm=llashingRed OperatingEmironment -2(ftoSO°r1-4' 122*F);Ozo9O%FN on-condensng To VD(nrscm Co age 5000:q.(L typi,al(405 sq.m) l (apmat Physical whip powder coat over steel �tiav ra ® RA SPEOFICAAONS(GAW Monitor) 1 M u t5'awvefla 1 Input Power 4VACrV0C0.A t rryirdlrzcm)htirr yppyAopo,K Inputs Detectconta, dosnelromsensor rel ayFour channds.n4UDC!000 Output F»rm"{SFtJI)rol rya S S�s'Gy qr Alarm Indicators Fdu 10mm Red tEDindi:ates alarm status Ur+.Ct.tlxrrarmdfri crs`p'" cg:and dckAranphcrsc Powerindicator Gre�LEG;india[espr erArpptyncwadon prbagara2acadrerce�`' Operating Envi onment 2G to 5rr'l-4*to 122'1`k 0 to 3101S RH non-ccndensinq Physical NEW 4metal endows white '1 Control Contractors,Inc. Y — 1128 Poplar Place South Seattle,Washington 98144 Phone 206.328.1730 ,�., Fax: 206.328.0829 J u0N I ROL Page 3 of 3 APPLICA71OWWRING DIAGRAMS GDiblY GPrf (O1TCH FAX MWEt KWEP. o-irtrn-sv sal_oa 0 4�21H 4-2w Da[ ®M -SMEA OUTPUT ropraa fft - rau- - - -- -- - - -- --- POIYEA POWER I Out OSVilgl rd-20mA M L0P141iTiR IWV-15-tlr0 :4YA[ ��' ( � (OMUn `FO:G]L SEX•.i.A R li.u.Relay ��`"�WW" �y xc� 6m�ieaeHt .} p.a.Relay GWA Ya+ 0 4.,tMONNG eme 01to9yWlalAiCtM STJ;TIJIN w xr�ls�;awx wn u c 15'DlDC L Y !2 24UA[ ID� •m fftt n�Jlnpu z,M1w�n i DIMENSIONAL DRAWINGS 6t✓+"iW GM 09'dia a C11 2_mmJ7oi-,. GNIAPJUgMOgqW 2 s ( 2 q, AIOIOrO[ x(63 mm'r~� f(Ss mm) o O e yr A O 65' Q (166nnOE q. q Q Ilgmml 002 mm) LI) j.. . 0"(127rnm105, {733 mm? 1.25 (s7 mrnj f Sensor Monitoring Station £love Output AW621yAWimOarpur USorfU serm ly=GW0..6 Gm 4 0 O=Dic[momt Y=F,dd- klabl,, A=hdwy[onlad =Slantlard Gz O=Slab Only W=Wall noun .4Wun"Ag 1=1 M=4-20mA Smdon 2=25- A=Relay mly Y=?Se 4=4 F..mnrlr F:am;d¢• ACCESSORIES ❑Q ❑ Yrr,ccE.pimForaanenrselsod rote E78. f + V 4 5 GM 40 A P^.rersucp5�:Feraormcler; eduOa;Jennao5e�au,�h PSSedesonpage 187 Control Contractors,Inc. 1128 Poplar Place South Seattle,Washington 98144 Phone.206.328 1730 -Fax: 206.328, M _ __ �. Page 1 of 4 You replied on 1/13/2009 1.20 PM Ingo Goller From: Stan Cruse [SCruse@parametrix.com] Sent: Tue 1/13/2009 11 56 AM To: Ingo Goller Cc: James Dugan,Jmahlum@cityofpa.us, Tom Ellis, Roger Horton, Bill Alton, Lindsay Murray Subject: FW P.A. International.Gateway Letter confirming conformance for CO Sensor Attachments: Ingo, Susan Smith's comments are below acceptable to use 35 ppm is this what you are looking for? Parametrix w*wd Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax 253 752.9865 cell: 360 710 6425 scruse@parametrix.com From Susan Smith [mai Ito.scs@treswest.com] Sent: Tuesday, January 13, 2009 11 50 AM To Stan Cruse Cc: James Dugan Subject: RE P.A. International. Gateway Letter confirming conformance for CO Sensor Stan, We will accept 35 ppm as the operating point for the fan Please let us know if you need anything further on this. Thanks, ���_ http.Hmail.xltech.com/exchange/igoller/Inbox/FW %20P.A.%20Intematlonal %20Gatewa. � 1/13/2009 Page 2 of 4 i Susan C Smith Tres West Engineers, Inc. 2702 S 42nd St, #301 Tacoma, WA 98409 253-472-3300 x131 253-472 3463 F 253-312-6054-C From Stan Cruse [mailto SCruse@parametrix.com] Sent:Tuesday, January 13, 2009 9 09 AM To- Susan Smith Cc: James Dugan Subject: FW P.A. International. Gateway Letter confirming conformance for CO Sensor Susan, Please review and comment. Parametrix iarejlzvred#*& — aaofz and a — m a d4rzemce Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax 253 752.9865 cell: 360 710 6425 scruse@pararTietrix.com From Ingo Goller[mailto igoller@xltech.com] Sent:Tuesday January 13, 2009 9 05 AM To: Stan Cruse, Robert Kugen, James Dugan Cc: Roger Horton,Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa us], Lindsay Murray http.//majl.xltech.com/exchange/ic,oller/Inbox/FW %20P A.%20International %20Gatewa. 1/13/2009 Page 3 of 4 Subject: FW P.A. Internationa Gateway Letter confirming conformance for CO Sensor Jim/Stan Attached to this forwarded e-mail is a letter from Control Contractors dealing with the calibration of the carbon monoxide sensor in the plaza garage Is this sufficient? Based on the letter the sensor is set to turn the fan on a 35ppm concentration and turn the fan off when the concentration falls below 35ppm. Plan sheet M1.01 calls out for the sensor to turn the fan on when the carbon monoxide concentration is at 50ppm and turn the fan off at 25ppm carbon monoxide concentration. Ingo Goller, PE Construction Manager Exeltech Consulting, Inc. 116 Wes,8TH Street,Suite 120 Port Angeles,WA 98362 Boller_ ltech.com Ph 360 417 3803 Fax 360 417 3097 Sustainable Engineering Solutions for a Changing World*People, Not Companies, Deliver Projects Disclaimer The attached files and/or text within this e-mail message are the property of Exeltech Consulting,Inc.Reuse of the files for any other purpose without authorization is strictly prohibited.Exeltech Consulting Inc.shall not be held responsible for any and all losses,claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From. Patsy Busby Sent: Fri 1/9/2009 12.46 PM To. 'Ingo Goller', Bill Alton Subject: FW P.A. Internationa Gateway Letter confirming conformance for CO Sensor http.//mail.xltech.com/exchange/igoller/Inbox/FW %20P A.%201nternational %20Gatewa. 1/13/2009 Page 4 of 4 From dennymsm@comcast.net [mailto dennymsm@comcast.net] Sent: Friday, January 09, 2009 10 43 AM To Ordono, Roland Cc: Busby, Patsy Subject: P.A. Internationa Gateway - Letter confirming conformance for CO Sensor Roland, Attached is the letter for the CO Sensor confirming proper installation as requested by the owner Thank You, Denny Brown http.//mail.xltech.com/exchange/ic,oller/Inbox/FW %20P.A.%20Intemational %20Gatewa. 1/13/2009 t �e^ • • • �.rte. A L � Deficiency Report PROJECT Port Angeles international Gateway DATE:9/25/2008 LOCATION: CONTACT Patrick Pestana PROJECT#:2007-422 No. .N.an e/Area Status. Ddidency Lame Action' .. .',."Date . P.erfltirmed By 1 AHU-01/Inlet-02 Fixed Ductwork connected to Created 24-Sep-08 Patrick Pestana supply system. Recheck Rm-9 Type:Mechanical Problem Fixed 25-Sep-08 Patrick Pestana Assigned.Patrick Pestana I Accepted Comments/Signature -—2--AHU-01-/-Oudet-05- — -- —-i Fixed--Ductwork connected-to--- —Created——24-Sep48 Patrick Pestana exhaust system. Recheck Rm-9 Type:Mechanical Problem Fixed— 25-Sep-08 Patrick Pestana Assigned:Patrick Pestana Accepted Comments/Signature 3 EF-05 Open This is a direct drive Mn the Created 25-Sep-08 Patrick Pestana speed control has been set Recheck at its lowest setting. Fixed Assigned:Patrick Pestana Designed for 55 cfri%actual 70 cfm(127%of design Accepted airflow). Type:Not Assigned Comments/Signature 4 EF-06 Open This is a direct drive fan the Created 25-Sep-08 Patrick Pestana speed control has been set Recheck at its lowest setting. Fixed Assigned:Patrick Pestana Designed for 150 cfm, actual 265 cfm(177%of Accepted design airflow). Type:Not Assigned 1 Comments/Signature 5 EF-07 Open This fan is presently Created 25-Sep-08 Patrick Pestana running above design Recheck airflow a sheave change Fixed Assigned:Patrick Pestana would be required to obtain design flow. Designed for Accepted 22,000 cfm actual recorded from duct traverse 26,850 cfm(122%of design airflow). T : K-Assigned Comments/Signature .N_eudorlerEngineers,.lnc Preliminary Report ;r ti; Page 1 of 2 Bill Alton From. Stan Cruse [SCruse@parametrix com] Sent: Monday October 27 2008 1.37 PM To Bill Alton Cc Susan-Smith James Dugan, Jim Mahlum' Ingo Goller Subject: FW' HVAC Deficiency Report Bill, I assume the following were the responses you were looking for more questions for you! Parametrix - Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax 253 752.9865 cell: 360 710.6425 scruse@parametrix.com From Susan Smith [mailto:scs@treswest.com] Sent: Monday, October 27, 2008 1 35 PM To: Stan Cruse Subject: RE. HVAC Deficiency Report Stan, I am not certain to what items 1 and 2 refer Was a supply diffuser connected on the return side,and a return connected to the supply side,and these have been corrected? For items 3 and 4 were the readings taken with their respective room doors closed?I would like to have these rechecked with the doors closed. For item 5,the extra airflow is not detrimental to the garage. It will however affect the sound levels above,and adds pressure into the exhaust louvers. The sheave should be changed. I assume these are the exceptions they found during balancing?Where is the rest of the balance log? Thanks, Susan C Smith Tres West Engineers, Inc. 2702 S 42nd St, #301 Tacoma, WA 98409 253-472-3300 x 131 253472-3463 F 253-312-6054 C From. Stan Cruse[mailto SCruse@parametnx.com] Sent: Wednesday October 22,2008 9:52 AM To:Bill Alton Cc:Ingo Goller- Susan Smith 10/27/2008 f SPEC SECTION 15950 NEU®ORFER ENGINEERS, INC. SUBMITTAL PORT ANGELES INTERNATIONAL GATEWAY PORT ANGELES, WASHINGTON APPROVED NotedBy �As o` er n9' (Q. AUG 2 1 2001 a '= Tres W est Engineers Inc y Approval applies to Manufacturer only and does Z not relieve the Conlractor�S�ppiier from the WILLIAM C.NEUDORFER restpoensibflity of meeting all applicable CERTIFICATE 4 ments of the Plans and Specifications 2465 1170 REPUBLICAN STREET 1500 NE SANDY BLVD STE.#1 PO Box 24293 MPO 614 4TH AVE. E. -SEATTLE, WA-981.09— ---PORTLAND OR 97232 BARRIGADA, GUAM 96921 OLYMPIA,WA.98501- PHONE (206) 621 1810 PHONE (503)235-8924 PHONE (671)637 7810 PHONE(360)528-8694 FAx (206) 343-9820 FAx (503)235-8925 FAx(671) 637-7842 FAx(360) 528-8695 NEUDORFER ENGINEERS INC Air and Water Balancing Consulting Engineers Sound and Vibration Testing Seattle ♦ Portland ♦ Guam Cleanroom Services COMPANY HISTORY R.F Neudorfer and Associates was established in 1970 as a professionally-qualified mechanical engineering and test and balance organization The firm incorporated in 1980 and the name was changed to Neudorfer Engineers, Inc. We strive to provide the best, most professional services of any company in our business and have forged strong working relationships with both general and mechanical contractors because we make every effort to complete our work on time and with the least disruption to the client. Our reputation in the industry is excellent. We would be happy to provide references and a list of recent projects. Our staff is experienced and skilled at providing air and hydronic systems test and balance services, building commissioning sound and vibration-level measurement of heating ventilating and air conditioning equipment; cleanroom testing and certification equipment startup field engineering and test engineering We provide quality services for every manner of building project, whether new or tenant improvement, in both the private and public arenas. We have a great deal of expertise working in a wide variety of facilities such as office buildings hospitals, biotechnology and pharmaceutical facilities cleanrooms research laboratories, and nuclear facilities. Although most of our projects are located in the Pacific Northwest, our work has taken us to other areas of the United States, and to South Africa South America Japan China Guam and elsewhere Because of this worldwide exposure our staff have gained broadened perspectives and mental flexibility that make them more effective in their interactions with our clients in the management of their everyday jobs We have offices in Seattle Portland Olympia, and Guam Neudorfer Engineers, Inc is certified by the National Environmental Balancing Bureau (NEBB) Certifications include air and hydronic environmental systems sound and vibration measurement; building systems commissioning and cleanroom and cleanroom systems. NEBB is a non-profit, industry-sponsored organization established to upgrade and maintain uniform standards in our industry Our certifications are the result of having successfully met criteria for length of operation responsible performance instrumentation ownership calibration and maintenance You can also be assured that our services are backed by the knowledge required to pass rigorous certification tests In addition to having achieved numerous NEBB certifications, Bill Neudorfer is Chair of the NEBB Cleanroom Committee He teaches Test, Adjust and Balance courses at the University of Washington College of Engineering Continuing Education program Test, Adjust and Balance (TAB) and Commissioning workshops for the Washington State Energy Office Cleanroom courses for the NEBB and he has made presentations on TAB Cleanroom Certification and Commissioning for the American Society of Heating Refrigeration and Air Conditioning Engineers Inc. (ASHRAE) Professional memberships include the National Environmental Balancing Bureau (NEBB) Sheet Metal &Air Conditioning Contractors National Association (SMACNA) Construction Specification Institute (CSI) Vibration Institute (VI) and ASHRAE 5516 15t Avenue South 1500 NE Sandy Blvd Suite#1 614-4 th Avenue East Seattle Washington 98108 Portland Oregon 97232 Olympia, WA 98501 Phone (206) 621 1810 Phone (503)235-8924 Phone (360) 528-8694 Fax (206) 343-9820 Fax (503) 2358925 z� Fax(360-528-8695 An ff IV I11EUDORFER ENGINEERS, INC Management Staff Neudorfer William BS/Mechanical Engineering/Washington State University Seattle Owner Blascoa, Severino BS/Mechanical Engineering/Manila, Philippines Seattle - -— — --Project-Manager-/-Field-Su pervisor-/System-Balance-Enineer Emory Phil BS/Mechanical Engineering/Montana State University Seattle Senior Project Manager Vawter Mike BS/Mechanical Engineering/University of Washington Portland Branch Mgr Portland Office Manager Rose Maury AA/Mechanical Technology/Puget Sound Community College Olympia Branch Mgr Project Manager/Field Supervisor/System Balance Engineer Neudorfer Mike Washington State University Seattle Field Supervisor/S stem`Balance Engineer/Estimator/Scheduler Cafky James PhD/Physics/University of Wisconsin Guam Branch Mgr Guam Office Manager Technical Staff Bell Charles BS/ Physics/San Jose State University/ Industrial Physicist Seattle NEBB Field Supervisor/System Balance Engineer/ TABB Commissioning Supervisor BenMaor Dave System Balance Engineer Seattle Burns Michael System Balance Engineer Portland Chan, Cyndy System Balance Engineer Portland David Kevin PE BS/Mechanical Engineering/Portland State University Seattle System Balance Engineer Davis Anthony System Balance Engineer Portland DeTray Robert System Balance Engineer Apprentice Olympia Dow Kevin, P E. BS/Mechanical Engineering/Montana State University Portland Field Supervisor/System Balance Engineer Eaden, Andrew System Balance Engineer Apprentice Seattle Flaatrud Steinar BS/Mechanical Engineering/University of Washington Olympia System Balance Engineer Gordon, Miles System Balance Engineer Seattle NNEUDORFER ENGINEERS, INC. Technical Staff Haugen, Brad System Balance Engineer Portland Heuman, Doug System Balance Engineer Seattle Hucke, Dennis _System Balance Engineer Portland Jonson, Lance System Balance Engineer Apprentice Olympia Kim Moon System Balance Engineer Apprentice Seattle Llanso Lenny System Balance Engineer Seattle Lebedev Alex AA/HVAC/North Seattle Community College Seattle System Balance Engineer McCarthy John System Balance Engineer Apprentice Olympia McIntyre Brett, PE BS / Mechanical Engineering Technology / Oregon Institute of Portland Technology/System Balance Engineer McLean Doug System Balance Engineer Seattle McLean Bryan System Balance Engineer Apprentice Seattle Morey Mark System Balance Engineer/Journeyman Carpenter Olympia Nguyen Duc AA/HVAC/North Seattle Community College Seattle System Balance Engineer Nguyen, Vihn System Balance Engineer Apprentice Seattle Nguyen Vu System Balance Engineer Apprentice Seattle Niemi Ryan System Balance Engineer Apprentice Olympia Pestana, Patrick System Balance Engineer Olympia Petrie, Bill System Balance Engineer Seattle Prepotente, John AA/HVAC/North Seattle Community College Seattle Field Supervisor/System Balance Engineer Riggle, Casey System Balance Engineer Apprentice Olympia Rodgers, Rich System Balance Engineer/Refrigeration Technician Seattle Russell Kyle System Balance Engineer Seattle Stine, Christopher System Balance Engineer Portland Stohl Greg System Balance Engineer -- Portland r F --- Tholl Joseph AA/HVAC/Jacksonville Community College Portland System Balance Engineer/Refrigeration Technician NEUDORFER ENGINEERS INC GENERAL STATEMENT OF THE FIRM In 1970 the firm of R F Neudorfer and Associates was established as a professionally qualified Mechanical Engineering and Test and Balance organization In 1980 the firm incorporated and the name was changed to Neudorfer Engineers Inc The test and balance services offered included air and hydronic systems sound and vibration-level measurement of heating ventilating and air conditioning equipment. - -SERVICE'S-PROVID-E'D AIR BALANCING Balancing of the air distribution system and adjustment of the air moving devices according to Sheet Metal and Air Conditioning contractors National Association (SMACNA) and the National Environmental Balancing Bureau (NEBB) standards HYDRONIC BALANCING Balancing the water side of the heating and air conditioning systems including pumps coils chillers heat exchangers cooling towers condensing units and boilers SOUND-LEVEL READINGS Sound-level measurement with and without equipment running to determine speech interference hazards to hearing and machinery troubleshooting VIBRATION CONTROL Vibration measurement and dynamic balancing of rotating equipment to reduce noise generation and extend the life of the equipment. CERTIFICATION Neudorfer Engineers Inc is certified by the National Environmental Balancing Bureau (NEBB) The certification includes air hydronic sound and vibration measurement, building commissioning and cleanrooms PLAN REVIEW Neudorfer Engineers Inc reviews plans during the final design phases for air volume damper and hydronic metering valve and pump pressure gauge locations FIELD INSPECTION/COMMISSIONING ield inspection to insure the air and hydronic systems are installed correctly per the design documents during the construction phase CLASSIFIED MAIL Mail any classified information attention Phil Emory or Bill Neudorfer at PO Box 80787 Seattle WA 98108- 0878 NNEUDORFER ENGINEERS, INC PARTIAL LIST OF MAJOR PROJECTS YEAR JOB NAME LOCATION 2006 Washoe Medical Center Reno NV 2006. Washington-Mutual Seattle WA 2006 University of Washington Genome Science Building Seattle WA 2006 T-Mobile Snoqualmie WA 2006 The Columbian Portland OR 2006 Stadium High School Tacoma WA 2006 Southwest Medical Center Vancouver WA 2006 Silver Reef Casino Ph 3 Bellingham WA 2006 SEH America (Numerous Cleanroom Projects 2004 - 2006) Vancouver WA 2006 Rocky Mountain Lab Cleanroom Hamilton MT 2006 Overlake Hospital South Campus Bellevue WA 2006 Oregon Men s Prison Madras OR 2006 Good Samaritan Hospital 3rd Floor South Wing Tacoma WA 2006 Cosmopolitan Tower Seattle WA 2006 Berlex Cleanroom Lynnwood WA 2005 WWU Undergrad Marine Education Shannon Point Bellingham WA 2005 Washington Mutual Bank Shell & Core and Tenant Improvement Seattle WA 2005 Warner Creek Correctional Facility Lakeview OR 2005 US Consulate Vancouver B C 2005 Tokoyo Electric Cleanroom Hillsboro OR 2005 Tokai Carbon Cleanroom Hillsboro OR 2005 Symantec Springfield OR 2005 Sound Transit Light Rail Project C-710 Seattle WA 2005 Seattle Premium Outlet Mall (Eleven shops) Marysville WA 2005 Seattle Art Museum Seattle WA 2005 Sabey Data Center Black Diamond Mechanical Seattle WA 2005 Providence Portland CUP Expansion Portland OR 2005 LOTT Wastewater Treatment Plant Olympia WA 2005 Hazen High School Ph 3A & 3B and many other schools Renton WA 2004 WWU Communications Building Bellingham WA 2004 Washington Mutual Tower Commissioning Seattle WA 2004 WA State Public Health Lab E and C Wings Shoreline WA 2004 UW Primate Center Seattle WA 2004 US Federal Courthouse Eugene OR 2004 SW Washington Medical Center(numerous projects) Vancouver WA 2004 Spiration Cleanroom Certification Redmond WA 2004 Salem Hotel & Conference Center Salem OR 2004 PSNS Waterfront Revitalization Bremerton WA 2004 Novellus Building F Tualatin OR 2004 Newberg School Dist. (5 schools) (and innumerable other schools) Newberg OR 2004 King County Courthouse (several) Seattle WA 2004 Corixa—9th & Stewart Seattle WA 2004 Bremerton Naval Hospital Bremerton WA Partial List of Major Projects Neudorfer Engineers Page 2 2004 Bangor Encumbered Waterfront Shops Bangor WA 2004 Amgen/Immunex Helix, Buildings A, B C D E & J Seattle WA 2003 WWU Old Main Remodel Bellingham WA 2003 WA State Public Health Lab Shoreline WA 2003 University of WA Medical Center Surgery Pavilion Seattle WA 2003 Tacoma General L Wing Expansion Tacoma WA 2003 Swedish Hospital SW Tower Seattle WA 2003 Seattle Central Library Seattle WA 2003 Sea-Tac Central Terminal Expansion SeaTac WA 2003 Merck—Rosetta Facility Seattle WA 2003 Legacy Salmon Creek Hospital Vancouver WA 2003 CTI Building 3 3`d & 4th Floor Rebalance Seattle WA 2003 Coffee Creek Correctional Facility Wilsonville OR 2003 Children s Hospital Medical Center Annual Check Seattle WA 2003 Children s Hospital In-Patient Bed Building Seattle WA 2003 Cell Therapeutics Inc. 501 Elliott Seattle WA 2003 Boeing Move to the Lake North South East &West Towers Renton WA 2003 ASIMI Cleanroom Moses Lake WA 2002 Portland Art Museum Portland OR 2002 Park Place Condominiums Portland OR 2002 Novellus Cleanroom Tualatin OR 2002 IDX Madison Financial Tower Seattle WA 2002 Experience Music Project Seattle WA 2002 Evergreen Surgery & Physician's Center Bellevue WA 2002 Providence Hospital Birthing Center Everett, WA 2002 Providence Medical Center Remodel Portland OR 2002 Sea-Tac Airport B C D Concourses HVAC Upgrade SeaTac WA 2002 Sea-Tac Airport Central Mechanical Plant SeaTac WA 2002 Sea-Tac Airport Communications Infrastructure SeaTac WA 2002 Sea-Tac Airport Cooling Tower Commissioning SeaTac WA 2002 Seattle Justice Center Seattle WA 2002 Seattle School District Support Center Seattle WA 2002 Seattle Waterfront Marriott Seattle WA 2002 Stevens Hospital Edmonds WA 2002 Swedish Medical Center Seattle WA 2001 Bangor Naval Facility Disease Vector Ecology Bangor WA 2001 Boeing 9-101 MDL Lab Seattle WA 2001 Boeing Buildings 7-21 7 22 9-96 Renton WA 2001 Capitol One Federal Way WA 2001 Everett Naval Station Medical/Dental Building Everett, WA 2001 Fred Hutchison Cancer Research Center Seattle WA 2001 Honeywell Building 3 and Airflow Cleanroom Study Bellevue WA 2001 Motorola MOS-17 Air Balance Cleanroom Tooling Tianjin China 2001 nLight Manufacturing Facility Vancouver WA 2001 Novellus Cleanroom Portland, OR 2001 Puget Sound Naval Shipyard Bldg 467 457 844 368 Bremerton WA 2001 Sea-Tac Int'I Airport South Terminal Expansion SeaTac, WA 2001 Sea-Tac Int'l Airport Concourse A Expansion SeaTac, WA 2001 Stafford Creek Corrections Center Aberdeen WA 2001 Swedish Medical Center Cancer Institute Seattle WA 2001 Tesoro Refinery Anacortes WA NNEUDORFER ENGINEERS, INC INSTRUMENTS Velometer Alnor Series 6000 Anemometers Bachrach Flowrite Hot Wire Anemometer Hastings Pitot Tubes Dwyer Static Pressure Probes Dwyer Magnehelic Gauges Dwyer Manometers Dwyer Tachometers Mechanical Riddle Borg Wagner Phototachometer Pioneer-Electric& Research Psychrometer Taylor Ammeter-Voltmeters Amprobe Fluke Electric Thermometer Simpson Pyrometers Alnor Assorted Thermometers Sound Level Meter Model 1933 General Radio Sound Level Meter Model 1565 General Radio Assorted Pressure Gauges Balancing Hoods Shortridge Vibration Meter Model 207/207LF Production Measurement Hydronic Pressure Differential Meter Bell & Gossett Barco/Almco Ultrasonic Flow Meters Controlotron Dynasonics ALL INSTRUMENTS ARE NEW OR HAVE BEEN CALIBRATED WITHIN SIX MONTHS NNEUDORFER ENGINEERS, INC 1Nilliam C. Neudorfer Title Owner, President Job Description/ 1975-Present Neudorfer Engineers, Inc. Experience Mechanical Engineer System Balance Engineer Estimator and Planner Bill has been President and owner of Neudorfer Engineers Inc. since 1986 In that time his company has grown from four staff to its present forty He has developed a ratio of technical and support staff that allows him to continue to provide technical assistance in the field, and to personally supervise special projects. He has earned all of the professional certifications offered by the National Environmental Balancing Bureau(NEBB)and actively participates in NEBB at both the local and national levels. His skills and experience include. • Testing and balancing of building systems, including test and balance of hospitals bio-medical laboratories, and pharmaceutical facilities; packaged and central air conditioning systems, electric, hot water and steam heating systems, chilled and condenser water systems; pure water and process water systems and nuclear facilities (including ANSI and ERDA testing) ■ Building systems commissioning including laboratory and pharmaceutical facilities, higher education facilities healthcare facilities, industrial systems petroleum facilities, commercial office buildings, telephone/communication buildings semiconductor and cleanroom facilities ■ Cleanroom testing and certification Facilities include Biomedical laboratories, pharmaceutical electronic and semiconductor cleanrooms • Sound and vibration testing including troubleshooting recommendations, and remediation for sound and vibration of HVAC source problems • Project management, estimating and scheduling. ProjectlClient M University Mechanical References Skanska ■ Fresenius ■ Multicare `L Wing-Tacoma,WA ■ UW Cancer Care Alliance-Seattle,WA ■ Amgen/Immunex Helix Project-Seattle,WA Education Washington State University Pullman WA Bachelor of Science in Mechanical Engineering Certifications National Environmental Balancing Bureau (NEBB) Certifications: ■ Building Systems Commissioning ■ Air and Hydronic Environmental Systems ■ Sound and Vibration Measurement ■ Cleanrooms and Cleanroom Systems Affiliations a National Environmental Balancing Bureau(NEBB) ■ Sheet Metal&Air Conditioning Contractors National Association(SMACNA) ■ American Society of Heating Refrigeration&Air Cond Engrs, Inc (ASHRAE) • Washington State Society for Healthcare Engineering (WSSHE) NNEUDORFER ENGINEERS, INC Severino Ching BlaScoa Title Senior Project Manager Job Description/ 1990-Present Neudorfer Engineers, Inc: Experience Mechanical Engineer System Balance Engineer Field Supervisor Estimator and Planner Mr Blascoa has thirty-five years'experience managing_both large and small-scale projects. He has extensive experience in bio-medical, pharmaceutical, laboratory and cleanroom facilities. He works with engineers, architects, owners and contractors, and field personnel before and during occupancy on both large and small-scale projects. His experience includes: • Testing and balancing of building systems, including biomedical laboratories and cleanrooms, high and low velocity constant and variable volume, packaged and central air conditioning systems, hot water heating systems, chilled and condenser water systems, steam systems, electronic/semiconductor cleanrooms, pure water and process water systems. ■ Performing sound and vibration measurement testing. ■ Building Systems commissioning including; DDC control systems, pneumatic control systems, electric control systems, HVAC systems, Industrial Air facilities, process water and process air systems, TAB, plumbing systems, emergency power systems and electrical systems. ■ Surveying existing mechanical equipment and their related HVAC systems. ■ Project scheduling and coordination. ■ Project estimating. ■ Supervising the work of project balancing technicians. Direct Supervisor is Bill Neudorfer President Project/Client ■ Amgen/Immunex Helix Buildings A, B C D References Sea-Tac Cooling Tower Commissioning ■ Sea-Tac Emergency Generator ■ Fred Hutch SCCA&Administration Building ■ Experience Music Project • Microsoft Redmond West Complex Education Mapua Institute of Technology Mapua, Philippines Bachelor of Science in Mechanical Engineering Affiliations Member Building Commissioning Association NNEUDORFER ENGINEERS, INC Phil Emory Title Senior Project Manager Job Description/ 2003 Neudorfer Engineers, Inc. Experience Mechanical Engineer Estimator.and Planner Cost Control Analyst Mr Emory is a graduate of Montana State University(1985). He holds a Bachelor of Science degree in Mechanical Engineering. He joined the firm in 2003 Mr Emory has over 17 years of Project Manager experience within the mechanical contracting industry Asa Senior Project Manager for mechanical contractors he has managed a wide variety of projects in the areas of commercial, industrial, medical and cleanroom technologies. He has managed several design-build and design-assist projects throughout his career Project / Client Amgen/Helix, Seattle Washington Pharmaceutical TAB References ,vi Million — 1-year contract Swedish Medical Center—Cancer Institute, Seattle Washington Medical Office Building Mechanical Systems $4 Million — 1-year contract Overlake Hospital Medical Center, Bellevue Washington Medical Office Building Surgery Area Remodel, Parking Garage, Mechanical Systems $6 Million —2-year contract Matsushita Semiconductor Corporation of America FAB D, Puyallup WA Class 1 FAB CMP and Ion Implant, Cleanroom Architectural Systems $20 Million— 1-year contract IBM Building 6 FAB San Jose California Class 10 FAB Complete HVAC and Cleanroom Architectural Systems $1 Million —6-month contract Integrated Device Technology FAB IV Hillsboro Oregon Class 1 FAB CMP Ion Implant and Support Areas HVAC Systems $3 Million — 1-year contract Hewlett Packard Fast FAB, Corvallis Oregon Class 1 FAB and Support Areas, HVAC Systems $3 Million— 1-year contract Boeing 40-56 Expansion 140-37 Clean, Seal & Paint Building, Everett, WA Industrial HVAC $18 Million—3-year contract NNEUDORFER ENGINEERS, INC Mike Vawter, P.E. Title Senior Project Manager/ Portland Branch Manager Job Description/ 1993—Present Neudorfer Engineers, Inc. Experience Mechanical Engineer Field Supervisor Estimator and Planner System Balance Engineer Mike has managed our Portland Branch Office since it was opened in 1996. He is a licensed P.E. in Washington, Oregon and Guam. While he and his staff provide services mostly in Oregon and southern Washington, they also work throughout the Northwest and overseas. Managing both large and small-scale projects, his skills and experience include. ■ Testing and balancing of building systems, including high and low velocity constant and variable volume, packaged and central air conditioning systems, hot water heating systems, chilled and condenser water systems, steam systems, biomedical laboratories and cleanrooms, electronic/ semiconductor cleanrooms, pure water and process water systems. ■ Performing sound and vibration measurement testing. ■ Building Systems commissioning including; DDC control systems, pneumatic control systems, electric control systems, HVAC systems, Industrial Air facilities, process water and process air systems, TAB, plumbing systems, emergency power systems and electrical systems. ■ Surveying existing mechanical equipment and its related HVAC systems. ■ Project scheduling and coordination. ■ Project estimating. ■ Supervising the work of balancing staff. Direct Supervisor is Bill Neudorfer President. Project/Client 0Doernbecher Hospital—TAB Supervisor References Intel JF-4—Balancing Supervisor ■ Estacada High School—TAB and Commissioning Supervisor ■ Mary's Woods at Marylhurst—TAB Supervisor ■ Tuality Hospital • Multnomah County Justice Center—Balancing Supervisor Education University of Washington Seattle WA ■ Bachelor of Science in Mechanical Engineering Affiliations/ National Environmental Balancing Bureau (NEBB) Certifications • Air and Hydronic Environmental Systems Certificate Professional Engineer in Oregon,Washington and Guam NNEUDORFER ENGINEERS, INC Maury Rose Title Senior Project Manager Job Description/ 1985 - Present Neudorfer Engineers, Inc. Experience _ System_.Balance.Engineer_ Field Supervisor Estimator and Planner Maury is the manager of Neudorfer Engineers'branch office in Olympia,WA, covering Southwest Washington and the Olympic Peninsula. He supervises a staff of four engineers and balancing technicians. He has managed projects for Neudorfer Engineers in Washington and Alaska. His skills and experience include. ■ Testing and balancing of building systems, including high and low velocity constant and variable volume, packaged and central air conditioning systems, hot water heating systems, chilled and condenser water systems, steam systems, biomedical laboratories and cleanrooms, electronic / semiconductor cleanrooms, pure water and process water systems. ■ Performing sound and vibration measurement testing. ■ Building Systems commissioning including; DDC control systems, pneumatic control systems, electric control systems, HVAC systems, Industrial Air facilities, process water and process air systems, TAB, plumbing systems, emergency power systems and electrical systems. ■ Surveying existing mechanical equipment and their related HVAC systems. ■ Project scheduling and coordination. ■ Project estimating. ■ Supervising the work of project balancing technicians Direct Supervisor is Bill Neudorfer President Project/Client Matsushita Semi-Conductor of America, Fab 'D' -Puyallup,WA Project Manager References Multicare 'L Wing Tacoma, WA Project Manager Providence St. Peter Hospital(Numerous Projects)-Olympia,WA Project Manager Linear Tech-Camas,WA Project Manager Technical Arms Training Facility-Fort Lewis Project Manager The Evergreen State College-Olympia,WA Project Manager Education i South Puget Sound Community College Olympia, WA Affiliations/ s RTA in MechanicaVArchitectural Technology Certifications North Seattle Community College HVAC courses NEBB Cleanroom Training, Palm Springs Member Building Commissioning Association i THIS IS TO CERTIFY THAT Neudorfer Engineers, Inc in Seattle, WA HAS MET ALL REQUIREMENTS FOR RENEWAL OF NEBB CERTIFICATION IN THE FOLLOWING DISCIPLINE Act and MyAontcs � sterns 11ny FOR THE BOARD OF DIRECTORS 2006 - 2008 Neudorfer Engineers, Inc /WA President No 2465 President-Elect IqP NE , BB Tatifiraft of �Arrrrtifirativift THIS IS TO CERTIFY THAT Neudorfer Engineers, Inc in Seattle, WA HAS MET ALL REQUIREMENTS FOR RENEWAL OF NEBB CERTIFICATION IN THE FOLLOWING DISCIPLINE } SouO Vi6ration FOR THE BOARD OF DIRECTORS 2006 - 2008 ­!�' Neudorfer Engineers, Inc /VVA President No.2465 NEBB Cert. No President-Elect Ap jlMtntt" M , n)==--1 JA -_-__= E .1- BIB Tatifiraft of iqrartifiratilaft, THIS IS TO CERTIFY THAT Neudorfer Engineers , Inc in WA, USA HAS MET ALL REQUIREMENTS FOR RENEWAL OF NEBB CERTIFICATION IN THE FOLLOWING DISCIPLINE (2leanroom Pe4ormance Jestin, 9 FOR THE BOARD OF DIRECTORS 2006 - 2008 - .g Neudorfer Engineers, Inc /USA President No CR140 Ti ).-- NEBB Cert. No. President-Elect Egg _ MAMM---m, i% ���Y,3 �� t E\ �,�. �1, f� !�\'�J• ��l �/ \� "� I!` � ��1.,r4�s'Frs>V7r�t7Q�..c, L I'1!'�,��.�` x�t_ILI' l� �l� r r BUILDING COMMISSIONING / ' / / . ASSOCIATION certificate confersFULL A/11EA A/113E P, - 1. , -SEH t To -Veudorfer Engineers �( Association, ssential Attributes of Comn-ussioning and the P6er Re-vie�v- , } process Ez tHiVTII'rYs C+IF 126 01,11 t: 1 / Memberstup Number Date of Electton' to Membership Signarme Presi ieat:�Q- Signature Executive Director This certificate attests Membership for the cali2nclar year of election only Renewal Membership cards attest Membership i -1��i r. Y.nRN'f{9YMV.wIKS f � Nvi /Ni ,rR�XYrIR+hW4YN,PSSfS?f9 status subsequent years -Y .(i• � ,NNWRTrm mn.lWMMn+n'.Y r.LSSR/i rnYnMM -n'hliYn rrt5?4 '(R I,5'NW,:'i MNM1•l/%(!Ih'/r(N!(/W?(R'%R- .t Rhf Y - ,, F` .err'"� � C'✓ k_ gg F�ss�rN:w vrwvrn./ mswwr ��, .. ,�u:rNrm � `ti fflf `��.\�4>ri• F/ /r/ ;r '�+ 4�- JyJ '�II�1•'`'��J' o-c:,� , =y;,'''6/i:\�1✓`'r�" I 1 A/.\�.���rN.�a { '_'`�-YLL/ \9 r" ll �•i �1'AI:}' �{•� �� l�L .b�++ j�{IIYL14l ,""'+czK .�'� �rlA1t��I,3it V7„ kGes - IR'�/1 � r •. '.^_•.''�I��lj�,�<�'�4} ' = tl,-��_l _i. •x',,..11\ V.. ��:�.� ys '��r isc�"'z a ���� ''F,}ctL"�a r �. -� \�. �-�,�L^4oT.� -i�`1�•,rt'S�,{)y:.�'�-� �.:✓•{�� `�"� �W . _ � V.lt� ��d�:'.`�` OB 4 Lqrquatifirattlall Tatifiratr of THIS IS TO CERTIFY THAT WilliA"i C. 4I ewborfer vAtJi NeNborfer £"Si"eers, 1"C. iN Suttle, WA a HAS QUALIFIED TO SUPERVISE ENVIRONMENTAL TESTING AND BALANCING FOR �3ullNnj (2ommissioninj - H, VgC FOR THE BOARD OF DIRECTORS 2004 - 2006 Nemborfer £"gimers, l"c./WA President No.246f NEBB Cert. No. President-Elect i OlArdtu ttat Ot -7tFBjN BE Tatifiraft of �Arquatifirativll THIS IS TO CERTIFY THAT WilliA"i C. Nevborfer witli Ncuborfer E"Si»eers, lic. iN Seattle, WA HAS QUALIFIED TO SUPERVISE ENVIRONMENTAL TESTING AND BALANCING FOR :Bu11N"nj - Plum6inj FOR THE BOARD OF DIRECTORS 2004 - 2006 Ncubo1 er IE"Si"eers, I"c./WA President No.24GS NEBB Cert. No. President-Elect E 6 O PILA Oe� �I- VF NOTES OF MEETING WITH ROBERT MAST GATEWAY FACILITY—JANUARY 2, 2009 Attendants Jim Malhum Jim Lierly Nathan West, and Glenn Cutler of the City of Port Angeles, Ingo Goller and Tom Ellis of Exeltech Tracy Gudgel of Zenovic &Associates Inc. and Robert Mast of Berger/ABAM Engineers The purpose of the meeting was to hear verbal preliminary status report by Robert Mast concerning his review and inspection of the Gateway Center to address possible structural design issues. The following are key points brought up by Robert Mast in the meeting The statements are paraphrased and may not represent exact wording of his comments. - The post tension forces in two of the beams including P133 and 4 are much higher than the p t. forces in the other beams. He has not completed his review and thus cannot answer reason for these high forces in the two members. - There are cracks in the soffit of some of the beams which may be of issue - It appears that design engineer designed for final loads but didn't appear to have checked design for load case prior to loaded deck which may be load case governing the design. - The cracks in P64 likely caused by termination of strands Although not a code issue reinforcing is typically added to address the forces at the termination - Shear friction was an issue and should have been accounted for in the design He also mentioned that he was one of the forefathers of the concept of shear friction - The proposed repair needs to handle the shear friction forces. - The design changes to add the 45 degree wall and also the wall at the south side of the structure along Front Street do change the design parameters and have an effect on the design that may not have been considered These design changes cause some of the post tension forces to transfer out into these walls and therefore there is some question whether the beams have the correct post tension forces to meet design requirements since post tensioning should minimize and eliminate cracking - Questions of Building Department were valid and justified - It was prudent not to load the deck with the topping slab until design issues have been resolved - Wall should be properly repaired prior to installing topping slab This repair needs to have proper anchorage to resist shear friction forces - Proposed repairs have not yet been provided to him for his review but Exeltech was going to be getting him copies for his review Page 1 of 9 Internet Message Novell Properties From: 'Bill Alton <balton@xltech.com> To: 'Stan Cruse 'Susan Smith Cc: Jim Mahlum, 'Ingo Gotler' Date- 12/29/2008 11 56.37 AM Subject: FW Elevator Machine Room Ventilation e TEXT.htm Stan, The state elevator inspector is requesting the formula per code as to how the CFM for the fan was determined. (See below highlighted red inspectors comment.) Can you please provide? Thanks. Bill Alton Office Engineer Exeltech Consulting, Inc. 116 West 8th Street, Suite 120 Port Angeles, WA 98362 balton@xltech com P (360)417 3803 F (360)417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text file.//C \Documents and Settings\jheathTocal Settings\Temp\messages.xml 4/21/2009 Page 2 of 9 From. Roland Ordona [mailto:roland@primosequim.com] Sent: Tuesday December 23 2008 10.30 AM To: Ingo Goller Cc: Tom Ellis; Bill Alton Jennifer Howell Subject: FW Elevator Machine Room Ventilation Ingo here s the last response from the elevator inspector I hope we can get this done so I can proceed and get this thing signed off -Original Message- From. Ernstes, Becky (LNI) [mailto:ERNB235@LNI WA.GOV] Sent. Tuesday December 23 2008 10:04 AM To. Roland Ordona Subject. RE. Elevator Machine Room Ventilation Please present me with the formula per code as to how you determined the CFM for the fan From. Roland Ordona [mailto roland@primosequim.com] Sent. Monday December 22, 2008 11 50 AM To- Ernstes, Becky (LNI) Cc: Jennifer Howell Subject. FW Elevator Machine Room Ventilation Becky this is the latest info from the arch. (see attachment also). Should I proceed with their recomendation or are they still lacking required information? -Original Message- From. Ingo Goller [mailto•igoller@xltech com] Sent: Friday December 19 2008 4 28 PM To: Patsy Busby [patsy@primosequim.com] Katie Garcia [katie@primosequim.com] Roland Ordono [roland@primosequim com] Jennifer Howell Cc: Roger Horton, Tom Ellis; Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. FW- Elevator Machine Room Ventilation Roland, The louver in the door shall be a 10X18 sized louver See note from designer below Ingo Goller PE file.//C \Documents and Settings\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 3 of 9 Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or Liabilities associated with the unauthorized use interpretation or modification of the files or text. From. Susan Smith Sent: Fri 12/19/2008 9.50 AM To Stan Cruse Cc: Ingo G011er- Robert Kugen, jdugan@parametrix.com Subject. RE. Elevator Machine Room Ventilation Stan, I would like to see the 18/10 louver like the type 5 door Attached is the spec sheet from Titus, please note that the pressure drops are the governing factor for this type of grille- I have highlighted them on the attachment. Please let me know if there are further questions. I enjoyed my snow day! But you can always call me on my cell if I am out of the office Thanks, Susan C Smith Tres West Engineers, Inc. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 4 of 9 2702 S 42nd St, #301 Tacoma, WA 98409 253-472 3300 x131 253-472 3463 F 253-312-6054 Cell From Stan Cruse [mailto SCruse@parametrix.com] Sent: Thursday December 18, 2008 9.38 AM To: Susan Smith Subject: FW Elevator Machine Room Ventilation Susan can you confirm the size of the louver we need (free air)? Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com From. Ingo Goiter [mailto•igoller@xltech.com] Sent: Thursday December 18, 2008 9.36 AM To- Stan Cruse- Robert Kugen, James Dugan Cc: Susan Smith [scs@treswest.com] Roger Horton, Tom Ellis, Bill Alton; Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: Elevator Machine Room Ventilation Stan, Please confirm the size of the ventilation louver to be installed in the door to the elevator machine / electrical room to allow adequate make up air Is the 12"X12' size called out on plan sheet A4 01 detail A5 correct? Ingo Goiter PE Construction Manager Exettech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 5 of 9 igoller@xltech com Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 CIVIL ENGINEERING N a V _ - _ _ LAND SURVEYING q 301 East 6th Street,Suite 1 & ASSOCIATES MC 66 Port Angeles,Washmgton 98362 1 N C 0 R P 0 R A T E D CITY OF PORT ANGELES (360)417-0501 December 26, 2008 Dept.otCommunityl?evelo ment Fax(360)417-0514 Mr Jim Lierly E-mail:zenovic@olympus.net Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly I have reviewed the memo dated December 17 2008 from Ade Bright to Stan Cruse of Parametrix requesting clarifications from the City of Port Angeles. Following are my clarifications to Ade s Memo with my item numbers matching his. 1 1 was stating that the double channels appear weak in torsion. Torsion may be introduced in the channels if there is any eccentric loading to the channels. The proposed method of using plate shims may induce torsion since it will be hard to obtain complete bearing contact across the shim between the beam and the top of the channel and thus induce torsional forces from eccentric loading. Also since the one channel does not run full length and attach at the ends to the columns it lacks the same rigidity as the full length channel 2. This office will comment on the angle option. It is not the responsibility of this office or the City of Port Angeles Building Department to direct the design engineer on what methods are to be used in the repair or for temporary support. Our responsibility is to review plans and calculations submitted for conformance with applicable codes 3 The second paragraph of my December 3, 2008 letter does not state that the topping slab loads were not included in the proposed shoring design. To clarify the calculations do appear to include all dead loads including the topping slab and also construction loads. The issue is that the proposed shoring deviates from the recommendation of the previous letters since the proposed shoring is actually providing support for placement of the topping slab and is not a fail safe shoring system to protect against structural failure during loading(placement)of the topping slab. The proposed purpose of the fail safe shoring system was to catch and hold the beam if the bearing support of the wall which has significant spalling/delamination, fails during placement of the topping slab I hope that my responses provide the clarification needed by Ade and Krei to keep the process going. Please call me if you have any questions on this matter Sincerely 3 Tr y %A�Gudgel, P E. ' 1 Fc: JN 08091 Page 6 of 9 b Internet Message NovelL Properties From: Stan Cruse <SCruse@parametrix.com> Cc: Jim Mahlum, James Dugan, Susan Smith [scs@treswest.com] Ingo Goiter Date- 12/23/2008 08.58.30 AM Subject: RE. Carbon Monoxide Sensor TEXT.htm Ingo Looks like we need a report as required in Section 15950 Tests, Adjusting, it Balancing. Did someone from exettech witness the testing? Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com From. Susan Smith [mailto:scs@treswest.com] Sent: Tuesday December 23 2008 8.52 AM To Stan Cruse Cc: James Dugan, Ingo Goiter- Jmahlum@cityofpa.us Subject: RE. Carbon Monoxide Sensor Stan, The sensor was approved during the submittal process. I would like a report of how the sensor was tested, this should be tested with the Owners representative witnessing. Thanks, Susan C Smith Tres West Engineers, Inc. 2702 S 42nd St, #301 Tacoma, WA 98409 253-472 3300 x131 253-472 3463 F 253 312-6054 C From Stan Cruse [maitto SCruse@parametrix.com] Sent. Tuesday December 23 2008 8.31 AM To Susan Smith Cc: James Dugan, Ingo Goiter- Jim Mahlum [Jmahlum@cityofpa.us] Subject. Carbon Monoxide Sensor Susan, Ingo marked the transmittal for approval. Does this meet your requirements for testing report? I know the fan was in the balancing report, but it did not say how it was tested, unless the report and this report were done on the same day? Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 7 of 9 cell. 360 710 6425 scruse@parametrix.com file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 CIVIL ENGINEERING LAND SURVEYING tEE"NNQV!1(C - - - _EV E D301 East 6th Street,Suite 1 SSOCIATES DEC 1 '9 2008 Port Angeles,Washmgton 98362 I N C O R P O R A T E D _ (360)417-0501 CITY OF FORT ANGELES IA Jr�0� December 19 2008 BUtLOM oIV00 Fax(360)417-0514 E-mail:zenovic@olympus.net Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway—West Parking Garage Dear Mr Lierly This office has reviewed the response letter dated December 4 2008 from Robert Bourdages of Poggemeyer Design Group concerning my letter dated September 29 2008 In general the responses to the questions are acceptable and appear to adequately address the issues However in regards to item #2 of my original letter concerning the cracking in the beam at the ends of the shear walls, we request that the engineer provide calculations to show that the stirrup spacing and beam reinforcing is adequate in the beam due to the change in bearing condition due to the shear wall creating bearing It is noted that the shear load in the beam would be less due to its shorter span but calculations should be provided to show that the beam is properly reinforced for this reduced shear load Please call me if you have ny further questions on this matter Sincerely Tracy Gudgel, P E. Fc: JN 08091 WAS AG,�oZ N �DitFsv G 10Ir'A1- Page 1 of 2 Internet Message Novell. Properties From: Stan Cruse <SCruse@parametrix.com> To: James Dugan, Robert Kugen, Ingo Goller Cc: Jim Mahlum; Susan Smith [scs@treswest.com] Bill Alton Lindsay Murray- Roger Horton, Tom Ellis Date, 12/18/2008 03 38.10 PM Subject: RE. Elevator Machine Room Ventilation TEXT.htm OF Ingo Because of the snow here it looks like Susan did not make it to work today get you an answer as soon as we can. Parametrix inspired people inspired solutions making a difference Stanley C Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com From Ingo Goller [mailto.igolter@xltech.com] Sent. Thursday December 18, 2008 9.36 AM To. Stan Cruse- Robert Kugen, James Dugan Cc: Susan Smith [scs@treswest.com] Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: Elevator Machine Room Ventilation Stan, Please confirm the size of the ventilation louver to be installed in the door to the elevator machine / electrical room to allow adequate make up air Is the 12"X12' size called out on plan sheet A4 01 detail A5 correct? Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xttech.com<mailto.igoller@xltech com> Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheathTocal Settings\Temp\messages.xml 4/21/2009 jECEHE 19 200 0 r;�r,7�, CITY OF PORT ANGELES W A S H I N G T O N U S A Dept.of Community Development. PUBLIC, WORKS & UTILITIES DEPARTMENT v" 0 0 Date December 18, 2008 To Nathan West,Director of Community Development Jim Leirly, Building Inspector From Jim Mahlum, Civil Engine Subject: Gateway Project Delamination Fix Attached are the following from Krei Architect for your review, comments is�a request for Clanfication. 9 I have also attached a copy of my letter dated November 18, 2008 that is quoted in their request. The statement was given as an example and suggestion of something to consider, not as a directive It was also given in the context of a temporary fix in order to be able to load the deck. In order to keep the this process going and keep Krei moving on this issue, please provide an answer by December 23, 2008 to order to get at sent to Krei for their review 0 .. 0 CC iExeltech (email) _ G Clallam Transit (email) Glenn Cutler Director of Public Works and Utilities (email) Steve Sperr, City Engineer(email) G ( l L 0 N TROJECTSM 20 Gateway\26 Claims&Liens\CED\Krei clarification(12 18-08)transmittal to CED.doc 0 Rright E—ngineering Inc Consulting Structural and Civil Engineering Memo Date December 17 2008 PAIG - 116 03R To Stan Cruse,Parametnx,Inc 2102 N Pearl Street, Suite 301 Tacoma,WA 98406 From Ade J Bright RE. Port Angeles International Gateway Request for Clarification on COPA comments As requested, the following are clarification we request from COPA on the last round of there comments regarding shoring: 1 Item 2 Help or point us to the mechanism with that introduces torsion to the top connection. "�jo e 2 In Jim Mahlum s letter to Jim Dugan dated November 18, 2007FA suggested considering using angle fixed to the wall to support the end of the beam in order to proceed with loading the deck. Is this the preferred solution we should be working with? 3 The second paragraph of Zenovic s letter stated that the temporary shoring did not account for the topping slab whereas we have consistently define total dead include all permanent loads (all loads other than) live load. How can we restate this to make our definition clear? CC: Signed Ade J Bright,PE, SE 80q 7'�' A j, 00 S, �EEle VA 98101.1381 2o6.625.37-7 '06 5. 1 � (oma 6 ighteng 0- R_<T Nu`3 I E S f W A S H I N G T O N U S A Public Works & Utilities Department '.; November 18 2008 Rt; James Dugan, Owners Representative Services Division Manager 11 `` Parametnx, Inc 2102 N Pearl Street, Suite 301 :r Tacoma, WA 98406 (s Re International Gateway Delamination Summary Letter .r Dear Jim, c. The Principal s meeting was very good last Thursday November 13 with a number of action items It seemed all parties were focused on resolving the one mayor outstanding item,completion of the Plaza Deck. On behalf of Krei Architects,you committed to memorializing direction, decisions and completing �. research by the end of last week to ensure that when the Building Official s consultant returned from vacation on Monday he would have all information available to complete his review This has not happened. Based on your 8.23pm November 17 email to me, I am extremely disappointed that I will not have Krei s clarification letter until sometime on Wednesday November 19 after being promised more than once I would receive it on Monday In anticipation of receiving the Krei s letter on Monday I scheduled a meeting for 9 AM Tuesday morning(today)with the Building Official, Building Inspector and Tracy Gudgel to address the last two packages of information provided by Krei. Tracy was reviewing them all Monday into the night, in preparation for today's discussions. Time is of the essence Please expedite the necessary reviews I also request you seek consideration from Bright Engineering concerning providing a method for construction completion that might permit f construction to be completed in a shorter timeframe than outlined in the last direction given. For example,Bright Engineering may want to give consideration to placement of an angle iron support fixed to the wall as a method of support under the beam, development of a plan for placement of the Plaza Deck concrete in non-critical area, etc The financial impacts are not known nor have they been presented by the contractor Primo Construction. A prudent person would anticipate that added costs are being accrued, including costs associated with additional construction management effort by Exeltech, and building permit inspection by the Building Official and his consultant. It is imperative that resolution to this ongoing issue be resolved soonest. I look forward to your timely response to these issues Sincerely G^-�4 mes M. Mahlum, Project Manager Nathan West, City Building Official Clallam Transit Exeltech Phone 360-417-4805 /Fax 360-417-4542 Website wwwcityofpa.us/Email publicworks@cityofpa.us 321 East Fifth Street P 0 Box 1150 / Port Angeles WA 98362-0217 Primo Construction,Inc. Letter Of 970 Carlsborg Road Sequim, WA 98382-8391 Transmittal Phone:(360)683-5447 Fax:(360)683-6475 Date: 12/17/2008 TO- City of Port Angeles Project# 702203 321 East Fifth Street ATTN Jim Lierly Port Angeles,WA 98362 RE. Gateway We are sending you the following: Attached ❑ Under Separate Cover The following items: ❑ Shop drawings ❑Prints ❑Plans ❑Requisitions ❑Change Orders ❑Samples 1 12/17/2008 1 Response letter These are transmitted as indicated below• For your use ❑Approval as noted ❑ For Approval ❑As requested ❑Approved for Construction ❑ For review and comment ❑ Returned for corrections ❑ For payment ❑ Return ❑ Corrected Prints D'For bids due: Remarks. Received By- D e : Title- Copy to ❑Recipient's Copy ❑ Sign&Return ❑File Copy v}: y� r e POGGEMEYER p DESIGN GROUP DEC 1 1 2008 December 4, 2008 PRIMO CONSTRUCTION INC Mr James Bartee Owner Primo Construction, Inc. 970 Carlsborg Road Sequim, WA 98382 Dear Mr Bartee RE Port Angeles International Gateway West Parking Garage Port Angeles, WA This letter is a follow up to an inspection letter prepared by Zenovic&Associates Inc., dated September 29, 2008. 1. The engineer shall address the migration of the cracks in the deck slab from the time of the July 30, 2008 inspection(report#4)to present. Based on Exhibit A,provided by Primo Construction, a number of the cracks have increased in length and additional cracks have occurred. Please address the recommendation in site visit report#4 that no physical crack control measures be implemented for at least two years. Also provide proposed recommendations for repair of the cracks in the upper deck slab. Cracks in the structure result primarily from shrinkage of the concrete during the curing process.The walls and deck are cast integrally but will exhibit different crack patterns due to having different design mixes, different pouring sequences,and different stress conditions. The east-west orientation of the deck cracking relates to classic shrinkage patterns in rectangular slabs.The cracks generally originate from the west side because the slab is restrained from volume change by virtue of integral construction with the west wall.Along the east side,the columns allow some movement with the shrinking slab and therefore do not exhibit nearly the degree of cracking compared to the west side. Shrinkage will continue for some time, but at least 2/3 to 3/4 of the total volume change has already occurred.As shrinkage continues,the crack lengths may extend eastward. Eventually the entire structure will stabilize (with respect to shrinkage)and the cracks should close (if not repaired)f•om the eventual creep of the concrete deck from post tensioning compressive forces. Cracking may also be influenced by volume changes from thermal loading. �= "j 51/b ti eet South,Suite 2021 Kirk and Wast-ngten 980331 P 425 827,59951 v.aw,porL. r e con, POGGEMEYER DESIGN GROUP Port Angeles International Gateway West Parking Garage December 4, 2008 Page 2 Deck and crack repair and maintenance measures have been identified in our letter of September 22, 2008. The timing of the crack repair work was noted to be at least 90 day from last pour as noted in the 9/22 letter 2. The engineer shall provide an analysis of the cracks occurring in the post-tensioned(PT)beams at the inside face of the concrete shear walls in the east/west direction. There are three semi- vertical cracks which have developed at each end of each PT beam near the inside edge of the concrete shear walls. These can be seen on pictures#1, #2, #3, and#4 Please address the fact that the stirrup spacing shown on detail 8/58 changes at this same location and the fact that the shear walls appear to be providing vertical support of the PT beams. Cracks in the vicinity of the transverse (short)shear walls are likely caused by- a) Shrinkage in the east-west direction with restraint provided by the shear wall b) Flexural stresses at bottom fibers of beam induced by post-tensioning c) Shear stresses d) Abrupt change in geometry at beam to wall interface The cracks widths are approximately hairline in width.The structure is not impeded by these cracks because aggregate interlock exists,shear reinforcing is adequate by design,and flexural reinforcing is in place to keep the crack width small. The shear reinforcement spacing reduces at the same location as the end of the shear wall.This is coincidental only—the beams were all detailed the same even though the beams with the shear walls have a reduced span.The shear wall does support the ends of the beams. 3. Please address the cracking in the west wall of the structure along Grid Line 0.1. Provide an explanation as to cause of cracks and proposed repair methods if any These cracks occur at a number of locations and can be seen in pictures#8, 9, 10, 11, 12, 13, 14, 15, 16, and 17 Cracks along the west wall relate to volume changes,as noted in item#1.The most significant vertical cracking is located on either side of the deck closure pour These cracks have been repaired by the epoxy injection method. 4 The engineer shall address the cracking issues noted in items 1 through 3 above with any required fixes and shall provide a statement that the cracking noted above with any proposed fixes, does not compromise the structural integrity of the structure. POGGEMEYER 'DESIGN GROUP Port Angeles International Gateway West Parking Garage December 4, 2008 Page 3 Most of the deck cracks were noted to be hairline in width (<0.5mm) Cracks of this type(up to approximately 1.5 mm)will not affect the structural integrity of the deck slab because- aggregate interlock exists(adequate shear transfer across the cracked section), mild reinforcing is in place and cannot yield across small width cracking; and the post-tensioning remains fully functional.Also, repair procedures that have been implemented are expected to restore the tensile capacity of the concrete section,according to the manufacturer (Sikadur 55 SLV) The wall cracking has been repaired according to recommendations in our letter of September 22,2008. Epoxy injection was applied and will completely restore the structural integrity of the wall in the vicinity of the crack. 5 Conclusion. The noted cracking has been evaluated The major wall cracks have been repaired.The deck cracks have been repaired/improved with the application of a watertight treatment. The structure will perform as designed.The noted cracking and subsequent repairs will not adversely affect the performance of the structure. Should you have any additional questions or comments, please feel free to contact us. Regards, Robert Bourdages,S.E. Principal Poggemeyer Design Group, Inc. B 2t0 $ �"csj0�\rU-�G Craig L Miller, P S ATTORNEY AT LAW Craig L Miller Vickie L Brewer December 12, 2008 E C E �n E D v Nathan West 0 CITY OF PORT ANGELES DEC 15 20 Director of Community Development P O Box 1150 CITY OF PORT ANGELES Oept.of Community Development Port Angeles, WA 98362 RE PORT ANGELES INTERNATIONAI.GATEWAY PROJECT Dear i1:i r \A a -, Clallam 'Transit System ("CTS") is the owner of the above rt:ferenced project. .F mvner CTS has been aware for some time of the current issue between CTS s architects and engineers and the Port Angeles Building Official concerning concrete delamination in the east garage It appears to CTS as owner, that there is either a disagreement or miscommunication between the project's engineers of record and the Port Angeles Building Department over this Issue, and that it is not being resolved in a timely manner In order to assist in resolving this- dilemma, CTS; has recently retained a structural eagmee, "I'"his.engineer. will report directly to (: TS in regard to the situation C 1� has retained 'theservices of Mr Robert Mast of ARAM Engineers for this review CTS anticipates .that Mr Mast's report will be made availably: to the City In the hope at resol ng the current issues. Mr Mast has Indicated that his report should be avaii,ible before Christmas. CTS has been made aware that vou, as the City s Building Official, are also Lonslilering the retention of a structural engineer tor a review of the prolect. You have also put CTS on notice that further review costs by your department will be charged to the project. It is hoped that you will wait to retain voui cwn engineer until S ACh time as the CTS engineer issues his report. fhe Gatewav is a publics\ funded protect and. were two structural engineers retained. b-Atli would t;e aid *of at.. nubl.c expense It is hoped that this duplication of effort can be avoided. Very truly vours. CRAIG i MILL[tR P 5 Craig,L flex ; i•i.hvlil l c I errs Weed, ._,leen Cutler ,xel -ch 711 EAST FRONT STREET,SUITE A PORT ANGELES,WA 98362 (360)457-3349 (360)45''-3379 FAX e-mail emillergeraiglmiller.com e-mail vbrewergcraiglmiller,com ORT NGELES I►,_- WASHINGTON, U S A. Community & Economic Development Department December 11, 2008 Tracey Gudgel Zenovic and Associates 310 East Sixth Street Port Angeles, WA 98362 �g } Dear Tracey- Through this letter, I wish to reiterate in writing our conversation in expression of my appreciation for the manner in which you responded to the City's request for an evaluation of engineering issues concenung the City's Gateway development. I am confident with your research, assessment, and evaluation of the matter put to you to determine if issues of r z concern exist in the current development. However, by this letter I want to reiterate some of xy,. .. our previous conversations in that.I need to ask that if, at any time, you feel uncomfortable. of your ability to evaluate the matter based on professional capabilities, qualifications, or resources available to you, that you let me know immediately µ Thank you again. Your professionalism in this matter is greatly appreciated. :N4 Sincerely, `M k ;`, Nathan A. West, Director >� Ml Department of Community&Economic Development tt r ar �. "t� its . Phone 360-417-4750/Fax- 360-417-4711 H Website wwwc;1,yofpa.us/ Email smartgrowth@cityofpa.us 321 East Fifth Street P 0 Box 1150/ Port Angeles WA 98362-0217 'p' • P. ORT, NGELES ►.,_� WASHINGTON, U S A. Community & Economic Development Department December 8, 2008 a Jim Malilum Project Manager Public Works and Utilities Department City of Port Angeles 321 E. Fifth St. Port Angeles, WA 98362 q� Subject: Response to November 26,2008 Gateway Project Delamination Fix Dear Mr Malhum. Further .to our December 27 2008 discussion, please find attached letter from Zenovic and Associates regarding your November 26, 2008 Gateway Project Delamination Fix proposal Based on the information.provided I can not support �'� `°�•� '`' e the proposal at this time. Details of those concerns are outlined m the attachment. . ��p F r Sincerely, i 7 ?; Nathan A. West, AICP {� Director of Community and Economic Development CC Glenn Cutler, Director of Public Works and Utilities, City of Port Angeles k" Mel A Phone 360-417-4750/Fax 360-41-7-4711 4* : X Website wwwcityofpa.us/ Email smaitg owth1cityofpa.us :;, 321 East Fifth Streer PO Box 1150/Port Angeles WA 98362-0217 Iff )O Pr' �� �� I�� /� � � + ' � f �-'-''- �~28�~-`°- DD 301 East 6th Street,Suite I & ASSOCIATES Port Angeles,WashingtOD 98362 / xcoxpoxxT Eo 1 (360)417-0501 LD11 0 3' 2010 8] Fax(360)417-0514 E-mail:zenovic@olympus.net December 3. 2OOB '- - ELES Mr Jim Liedy Building Inspector City ofPort Angeles Department mfCommunity Development 321 East Fifth Street �� O �]� Po�Angeles, VVAS83G2 � �/ uuu -_--' ' SUBJECT Port Angeles International Gateway / $ �-_-_ Dear Mr Liery | have reviewed the package from Jim KAmh|um of the Pod Angeles Public Works and Utilities Department dated November 20. 2O0G This package contains details and calculations from Bright Engineering dated November 2S 2OO8. EmaUufrom James Dugan dated November 20 2OO8regarding permanent shoring design solution and surface crack physical nnon�oringplan outline, and afoUow up email on the P133 and physical monitoring plan outline, a proposal from CTL Group for post tensioned beam crack monitoring and letter from Krei Architecture to Terry Weed ofC|o||mm Transit. The proposed shoring and monitoring program deviates from the recommendations noted in my letter dated November 10 2UDBand brings upanumber ofnew issues that must baaddressed to proceed with the shoring First and foramoot, it is the opinion of this office that at this time the proposed shoring should only be considered temporary in nature, as is stated on the cover of the structural calculations of the shoring by Ade Bright, since the design engineer still needs to address all the issues previously documented and again mentioned in my letter dated November 18 2OO8prior boany approval ofofinal repair plan The proposed shoring concept deviates from the recommendation since it is being designed to actually support the dead load at PB3 and is not just a fail safe shoring in case of structural failure during loading of the topping slab The proposed type of monitoring and the duration of the monitoring have also changed and must be addressed and approved prior toany work being performed |tiorecommended that the design engineer and architect review the previous letters for the requirements of loading the deck and for requirements for final approval of a fix for the spalling/delamination and addressing the cracks in PB4 That said in reviewing the temporary shoring plan by Bright Engineering the following questions must beaddressed prior toapproval ofthe temporary shoring plan 1 8crack monitoring program must bedeveloped approved, and implemented prior to beginning any work. The proposed program shall include time frame type of monitoring, qualifications of personnel performing monitoring, distribution of results etc. boobtain approval |timalso recommended that amonitoring program be developed which takes measurements of the camber/deflection in P133 and PB4 prior buand after final loading ofthe topping slab boverify that the beams are performing as calculated It is myunderstanding that Ingo Go||mrofExe|tenh is looking into this portion of monitoring. 2. |tappears that the 5^n3|6 x1/4' angles may beoverstressed incombined axial and bending from the eccentrically applied load on the face of the short leg of the angles. It is also not clear how the double angles are attached together which could make this overstress more severe considering potential lateral torsional buckling. It is noted that the current AISC Manual allows a slenderness factor to provide a greater Page 2 Gateway December 3 2008 Ur for angles connected on one face with at least two bolts due to potential fixity at the ends However the'/ plate at the base is quite flexible as compared to the double angles themselves and the thicker 3/' plate at the top is connected to double channels that appear very weak and flexible in torsion that are assumed to be providing the fixity at the top 3. The proposed location of the shoring shall be addressed for the following since the proposed shoring location is approximately 19' from the original centerline of the wall a. Address the shear loads on PB3 with the new bearing location and provide justification that the beam has adequate shear strength. b The proposed location of shoring creates a negative moment in P133 because the end of PB3 is connected to the existing concrete wall. Provide calculations to show that PB3 can handle this negative moment. c. The negative moment noted above will imply a reaction onto the shoring that is much greater than just the simple dead and construction loads that the shoring was designed to handle. Please provide calculations to justify d. The base plate of the shoring is eccentrically loaded and calculations must be provided to justify 4 The proposed plate shimming appears to create very high point loads on the bottom of PB3. Provide calculations and details indicating the size requirements of the plate shims It appears to me that the plate shim should match the width of the beam and the depth of the double angle which is 6' plus the sandwiched %' plate to avoid crushing forces on PB3 5 Please clarify why it is proposed to create a tight shoring system that does not allow movement at the end of the beam since a fail safe shoring system was recommended that would allow some movement in the beam as the topping slab is installed. It is worth noting again that approval of a temporary shoring system which cannot be completed until the issues noted above are addressed, does not constitute an approval of the overall structure All design questions, which have been brought up again and again, must be answered to the satisfaction of the City of Port Angeles Building Department prior to the approval or implementation of any final repair plans Occupancy of the structure should not occur until the issues have been addressed to the satisfaction of the City of Port Angeles Building Department. It should also be noted that in the attached letter from Krei Architecture to Terry Weed of Clallam Transit System dated November 19 2008 it states that the proposal does not reflect on the actual structural design which has been proven to be acceptable This is not the case since there are a number of questions that have not yet been answered by the design engineer Please call me if you have any questions on this matter Sincerelyy Tracy Gudgel, P E. X2/3` J WA$�y Fc: JN 08091 �. x 32777 ss�ONAL�yV� lu rPRIMO C � o � P'OGGEMEYER DESIGN GROUP EC 1 1 2008 December 4, 2008 , Mr James Bartee Owner Primo Construction, Inc. 970 Carlsborg Road Sequim,WA 98382 Dear Mr Bartee RE. Port Angeles International Gateway West Parking Garage Port Angeles,WA This letter is a follow up to an inspection letter prepared by Zenovic&Associates Inc.,dated September 29, 2008. 1. The engineer shall address the migration of the cracks in the deck slab from the time of the July 30, 2008 inspection(report#4)to present. Based on Exhibit A,provided by Primo Construction, a number of the cracks have increased in length and additional cracks have occurred. Please address the recommendation in site visit report#4 that no physical crack control measures be implemented for at least two years. Also provide proposed recommendations for repair of the cracks in the upper deck slab. Cracks in the structure result primarily from shrinkage of the concrete during the curing process.The walls and deck are cast integrally but will exhibit different crack patterns due to having different design mixes,different pouring sequences,and different stress conditions. The east-west orientation of the deck cracking relates to classic shrinkage patterns in rectangular slabs.The cracks generally originate from the west side because the slab is restrained from volume change by virtue of integral construction with the west wall.Along the east side,the columns allow some movement with the shrinking slab and therefore do not exhibit nearly the degree of cracking compared to the west side. Shrinkage will continue for some time,but at least 2/3 to 3/4 of the total volume change has already occurred.As shrinkage continues,the crack lengths may extend eastward. Eventually,the entire structure will stabilize(with respect to shrinkage)and the cracks should close(if not repaired)from the eventual creep of the concrete deck from post tensioning compressive forces. Cracking may also be influenced by volume changes from thermal loading. 512 8th Street South,Suite 2021 Kirkland,Washington 98033 1 P 425.827.59951 www.poggemeyer.com .0 POGGEMEYER DESIGN GROUP Port Angeles International Gateway West Parking Garage December 4,2008 Page 2 Deck and crack repair and maintenance measures have been identified in our letter of September 22,2008. The timing of the crack repair work was noted to be at least 90 day from last pour as noted in the 9/22 letter 2. The engineer shall provide an analysis of the cracks occurring in the post-tensioned(PT)beams at the inside face of the concrete shear walls in the east/west direction. There are three semi- vertical cracks which have developed at each end of each PT beam near the inside edge of the concrete shear walls. These can be seen on pictures#1, #2,#3, and#4 Please address the fact that the stirrup spacing shown on detail 8/S8 changes at this some location and the fact that the shear walls appear to be providing vertical support of the PT beams. Cracks in the vicinity of the transverse(short)shear walls are likely caused by- a) Shrinkage in the east-west direction with restraint provided by the shear wall b) Flexural stresses at bottom fibers of beam induced by post-tensioning c) Shear stresses d) Abrupt change in geometry at beam to wall interface The cracks widths are approximately hairline in width.The structure is not impeded by these cracks because aggregate interlock exists,shear reinforcing is adequate by design,and flexural reinforcing is in place to keep the crack width small. The shear reinforcement spacing reduces at the same location as the end of the shear wall.This is coincidental only—the beams were all detailed the same even though the beams with the shear walls have a reduced span.The shear wall does support the ends of the beams. 3. Please address the cracking in the west wall of the structure along Grid Line 0.1. Provide on explanation as to cause of cracks and proposed repair methods if any These cracks occur at a number of locations and can be seen in pictures#8, 9, 10, 11, 12, 13, 14, 15, 16, and 17 Cracks along the west wall relate to volume changes,as noted in item#1.The most significant vertical cracking is located on either side of the deck closure pour These cracks have been repaired by the epoxy injection method. 4 The engineer shall address the cracking issues noted in items 1 through 3 above with any required fixes and shall provide a statement that the cracking noted above with any proposed fixes, does not compromise the structural integrity of the structure. .U POGGEMEYER DESIGN GROUP Port Angeles International Gateway West Parking Garage December 4, 2008 Page 3 Most of the deck cracks were noted to be hairline in width(<0.5mm).Cracks of this type(up to approximately 1.5 mm)will not affect the structural integrity of the deck slab because: aggregate interlock exists(adequate shear transfer across the cracked section), mild reinforcing is in place and cannot yield across small width cracking;and the post-tensioning remains fully functional.Also, repair procedures that have been implemented are expected to restore the tensile capacity of the concrete section,according to the manufacturer (Sikadur 55 SLV). The wall cracking has been repaired according to recommendations in our letter of September 22,2008. Epoxy injection was applied and will completely restore the structural integrity of the wall in the vicinity of the crack. 5. Conclusion. The noted cracking has been evaluated.The major wall cracks have been repaired.The deck cracks have been repaired/improved with the application of a watertight treatment. The structure will perform as designed.The noted cracking and subsequent repairs will not adversely affect the performance of the structure. Should you have any additional questions or comments,please feel free to contact us. Regards, Robert Bourdages,S.E. Principal Poggemeyer Design Group,Inc. �U O mak, ok NVASN/� -qC or O r� N 'O RCI�TEQ� C All ,\AL CML ENGINEERING f LAND SURVEYING ENOV � ,Fm,--�-_w 301 East 6th Street,Suite 1 & ASSOCIATES N Port Angeles,Washmgton 98362 I N C O R P O R A T E D DEC 0 3 2008 (360)417-0501 Fax(360)417-0514 December 3, 2008 CITY L T dANIGELES E-mail:zenovrc@olympus.net Mr Jim Lierly SS P Building Inspector NOISIAIQ n�Iln•nri City of Port Angeles Department of Community Development S3130M- _ !a 321 East Fifth Street Port Angeles,WA 98362 90 £ 0 030 SUBJECT Port Angeles International Gateway ® 3 A Dear Mr Lierly I have reviewed the package from Jim Mahlum of the Port Angeles Public Works and Utilities Department dated November 26, 2008. This package contains details and calculations from Bright Engineering dated November 25 2008, Emails from James Dugan dated November 26 2008 regarding permanent shoring design solution and surface crack physical monitoring plan outline, and a follow up email on the PB3 and physical monitoring plan outline, a proposal from CTL Group for post tensioned beam crack monitoring and letter from Krei Architecture to Terry Weed of Clallam Transit. The proposed shoring and monitoring program deviates from the recommendations noted in my letter dated November 19 2008 and brings up a number of new issues that must be addressed to proceed with the shoring. First and foremost, it is the opinion of this office that at this time the proposed shoring should only be considered temporary in nature, as is stated on the cover of the structural calculations of the shoring by Ade Bright, since the design engineer still needs to address all the issues previously documented and again mentioned in my letter dated November 19 2008 prior to any approval of a final repair plan The proposed shoring concept deviates from the recommendation since it is being designed to actually support the dead load at PB3 and is not just a fail safe shoring in case of structural failure during loading of the topping slab The proposed type of monitoring and the duration of the monitoring have also changed and must be addressed and approved prior to any work being performed It is recommended that the design engineer and architect review the previous letters for the requirements of loading the deck and for requirements for final approval of a fix for the spalling/delamination and addressing the cracks in PB4 That said, in reviewing the temporary shoring plan by Bright Engineering the following questions must be addressed prior to approval of the temporary shoring plan. 1 A crack monitoring program must be developed, approved and implemented prior to beginning any work. The proposed program shall include time frame, type of monitoring, qualifications of personnel performing monitoring, distribution of results etc. to obtain approval. It is also recommended that a monitoring program be developed which takes measurements of the camber/deflection in P133 and P134 prior to and after final loading of the topping slab to verify that the beams are performing as calculated It is my understanding that Ingo Goller of Exeltech is looking into this portion of monitoring. 2. It appears that the 5"x3 1/2 x%' angles may be overstressed in combined axial and bending from the eccentrically applied load on the face of the short leg of the angles It is also not clear how the double angles are attached together which could make this overstress more severe considering potential lateral torsional buckling. It is noted that the current AISC Manual allows a slenderness factor to provide a greater T �. Page 2 Gateway w December 3, 2008 Ur for angles connected on one face with at least two bolts due to potential fixity at the ends. However the 1/2 plate at the base is quite flexible as compared to the double angles themselves and the thicker%' plate at the top is connected to double channels that appear very weak and flexible in torsion that are assumed to be providing the fixity at the top 3. The proposed location of the shoring shall be addressed for the following since the proposed shoring location is approximately 19' from the original centerline of the wall a. Address the shear loads on P133 with the new bearing location and provide justification that the beam has adequate shear strength b The proposed location of shoring creates a negative moment in P133 because the end of P133 is connected to the existing concrete wall Provide calculations to show that 0133 can handle this negative moment. c. The negative moment noted above will imply a reaction onto the shoring that is much greater than just the simple dead and construction loads that the shoring was designed to handle. Please provide calculations to justify d The base plate of the shoring is eccentrically loaded and calculations must be provided to justify 4 The proposed plate shimming appears to create very high point loads on the bottom of P133 Provide calculations and details indicating the size requirements of the plate shims. It appears to me that the plate shim should match the width of the beam and the depth of the double angle which is 6' plus the sandwiched %' plate to avoid crushing forces on P133. 5 Please clarify why it is proposed to create a tight shoring system that does not allow movement at the end of the beam since a fail safe shoring system was recommended that would allow some movement in the beam as the topping slab is installed It is worth noting again that approval of a temporary shoring system which cannot be completed until the issues noted above are addressed does not constitute an approval of the overall structure. All design questions, which have been brought up again and again, must be answered to the satisfaction of the City of Port Angeles Building Department prior to the approval or implementation of any final repair plans. Occupancy of the structure should not occur until the issues have been addressed to the satisfaction of the City of Port Angeles Building Department. It should also be noted that in the attached letter from Krei Architecture to Terry Weed of Clallam Transit System dated November 19 2008 it states that the proposal does not reflect on the actual structural design which has been proven to be acceptable This is not the case since there are a number of questions that have not yet been answered by the design engineer Please call me if you have any questions on this matter Sincerely Tracy Gudgel, P E. (2l3�J8 aF WAsy� Fc: JN 08091 °x 32777 SS�NAL�G COPA Feedback Receive0joday'Re PB3/Wall Connection Shoring Design and Monitoring PlaT-aWT From James Dugan <JDugan@orametrixcom> To Terry Weed <hwned@doUamtnannit.00nn» Date 12/2/2008847PyW Subject: COPA Feedback Received Today Ra PB3/VVaUConnaction Shoring Design and Monitoring Plan COPA BODid Not Approve Attachments Shoring Design Under Lines 12-02'0O.pdf- Nov 1gConfCall Summary pdf- P83' VVaUDaoignSo/udonOvervimmpdf cc Jinn K4oh|unn ^Jrnah|um@oih/ofpa us> Ingo Go||or<igoUor@x|tooh oonn> Stan Torry At 30 pm this afternoon | received a conference call from Ingo 8o||arund Jim Meh|um Jim and Ingo called to provide me with feedback they received today from the COPA Building Official (BO) regarding our proposed solutions (sent Wednesday the 26th)for the following three BO requested items ° PB3ANaUConnecdon ° Shoring Design ° Surface Cracking Monitoring Program Outline In short, Jim and Ingo advised me/us that the BO did not approve the documents submitted on Nov 26 They further advised me/us that the primary BO reasons for not approving the Wednesday 12.26 08 submitted design solutions were ° The BO did not understand why we were proposing a new solution for the PB3/Wall connection in lieu of answering perceived outstanding questions for more design information ° The BO did not understand whether our Shoring Plan was a 'temporary' plan or a 'permanent' plan ° The 8O did not want o longby �a cracking monitoring d further did ��hi k rmuu surface ngmon orngpnognaman er no n a physical monitoring program was appropriate The purpose of this email letter to you and copied to Jim Mahlum and Ingo Goller is to address the stated BO reasons for non-approval of our design solutions as well as provide Jim and Ingo the necessary information they need to deliver to the BO prior to his writing of yet one more letter to ask for information already provided Prelude For the record we (Bright Engineering PA|GStructural Engineer ofRecord)authorized/directed the loading nfthe Plaza Deck onSeptember 2. 20O8 When the Plaza Deck was not loaded we (Bright Engineering)sent oletter onSeptember 18 20O8that stated 'In order toalleviate any adverse long term effects nfnot negating the post-tensioning forces itinnecessary and without question toadd the topping slab and other loads unthe Plaza audesigned' The Sept 18 letter was intended to drive a sense of urgency and an understanding of risk by placing our direction to load the Plaza Deck in a formal letter that addressed this subject specifically Aoubsequont structural Peer Review validated that directive and further advised that surface cracking was likely the combined result of concrete shrinkage and the absence of loading the Plaza Deck as designed to negate the post'tansioningforoau VVedirected the plaza Deck baloaded aodesigned and onschedule Failure toload the Plaza Deck ao instructed by the Structural Engineer of Record is the result of direction received from the COPA 60 _��J ___ � �/ � � y� � /°��y�p `�"= 12/3/2008 Jim Mahlum COPA Feedback Received Toda Re PB3/Wall Connection Shoring Desi n and Mon itorin PIarP 02A PB3/Wall Connection The attached Nov 19 Conf Call Summary and P133-Wall Design Solution Overview sent on November 19 2008 and November 26 2008 respectively specifically addresses and answers the question regarding why we proposed a new design solution We couldn't have been clearer with our proposal explanation Page 2 of the Nov 19 document, in the section titled 'PB3Connection specifically addresses this subject. The 'PB3-Wall Design Solution Overview' goes one step further and provides the same explanation in greater detail The excerpt that is most important is copied for you below- "Taking into consideration a sense of urgency regarding 'time for final solution submittal and approval and continued concerns expressed by the BO for all solutions submitted to date we determined the best solution was a new solution that would do the following Develop an immediate temporary solution at the P133 connection location that will allow for PB3 Delamination Repair and Plaza Deck loading to commence immediately and concurrently and " Develop a permanent long term solution that may be implemented concurrent with Plaza Deck loading and the completion of the project. The strategic goals served were solutions that were Capable of achieving the Building Officials approval to move forward with Plaza Deck loading ' Readily available and accessible by the General Contractor " Able to allow the Plaza Deck to be loaded as quickly as possible and concurrent with any other repair work needed As a result, we proposed what was sent to you this morning a permanent shoring solution that forwards the project now to be followed by a final design solution that encompasses the shoring solution in place. By providing a permanent shoring solution with calc's that can support the total dead load we mitigated other/add'I calculation info requests concerns regarding the delam repair and concerns regarding the bearing capacity of the wall surface at the PB3 location We could not have been clearer Shoring Plan Temporary of Permanent The excerpt above (sent Nov 26) addresses this question in the last paragraph It clearly states 'a permanent shoring solution Additionally the attached document titled Shoring Design Underlines identifies two additional locations wherein this question was answered My cover email (that sent the shoring design solution on Nov 26) stated the following 'The structural solution proposed is a design frame that will support total dead loads until the existing wall is repaired and reinforced The attached shoring design will be incorporated into a permanent design solution at this location Our current thinking is the permanent design solution will be a reinforced cast in place concrete wall that encompasses the shoring solution in place Once the permanent shoring design is in place and the Physical Monitoring Plan is implemented the Plaza Deck loading may progress and may continue to progress simultaneously with the permanent design solution which we will develop beginning next week following the holiday weekend Bright Engineering additionally stated the same on page 2 of their Shoring Design Solution 'Criteria Design frame to support total dead loads until existing wall is repaired and reinforced Shoring will be incorporated in permanent repair (12/3/2U08) Jim Mahlum COPA Feedback Received Today Re PB3/Wall Connection Shoring_Design and Monitoring PIarF ®BA We could not have been clearer Surface Cracking Monitoring Program Outline Any question regarding 'why' we have observed surface cracking has been answered repeatedly concrete shrinkage and the absence of loading the Plaza Deck ther@by mitigating the upward camber post-tensioning forces of the un-loaded structure The BO questionlconcern regarding long term duration of the proposed Physical Monitoring Plan was answered in the submitted program outline The scope of work, frequency of readings and proposed duration of readings submitted in the referenced Physical Monitoring Plan Outline on Nov 26 is attached below for ease of reference Monitoring Goals To identify all current surface cracking locations Utilize a Plan Layout, number each location and provide a digital photo of each location by number Initial layout should be developed based on previously documented surface cracking conditions To measure the gap at each location of surface cracking Utilize a millimeter graded rule adhered to one side of the crack, read the gap distance and record the gap distance Read record and report on a regular schedule To monitor the entire structure to identify new surface cracking conditions should they arise and if they arise follow the above two bullet procedures " To provide data to determine surface cracking activity over time • To utilize that data to structurally determine if any additional design steps are required Frequency and Reporting of Readings • Readings twice weekly • Readings on Tuesday's and Friday's Readings recorded in a summary format or template Reporting done once weekly Reporting done at end of business day Friday Monitoring Duration Recommendation • Thru receipt of Certificate of Occupancy per the above frequency of readings • Thereafter once monthly until mid-Summer 2009 • This captures the low temperatures of 2008-2009 Winter thru concrete full cure and into the warmer temperatures of Summer 2009 one full temperature cycle Twice weekly readings thru receipt of a Certificate of Occupancy and a once monthly reading until Summer 2009 is not a long term monitoring plan In fact, if a C of O had been received in Dec 2008 only 6 or 7 total additional readings was proposed We couldn't have been clearer Summary Jim Mahlum advised the COPA BO is in progress with a letter in response to our Nov 26 submittals of the Shoring Plan the PB3/Wall Design Solution and the Physical Monitoring Plan We will respond to that letter after receipt and review Direction received from the COPA BO in Sept 2008 to not load the Plaza Deck as instructed by the `(12/,3/2608)Jim Mahlum COPA Feedback Received Today Re PB3/Wall Connection Shoring Design and Monitoring PlarPa@®1�,4 Structural Engineer of Record was a critical error Continued direction received from the COPA BO to not load the Plaza Deck as instructed by the Structural Engineer of Record additionally as recommended via a structural design Peer Review by PCS Structural Solutions and finally as directed by Krei Architecture on numerous occasions both verbal and in writing has compounded that error Failure by the COPA BO to approve the most recent Nov 26 design solutions and in doing so direct the installation of the Shoring Plan begin the loading of the Plaza Deck, implement a Physical Monitoring Plan and forward the project to completion is simply not acceptable Letters received from the COPA that both explicitly and implicitly state/imply that PAIG project delays are in part or in full the responsibility of Krei Architecture are unfounded unprofessional unacceptable and entirely refuted I have escalated the PAIG issues to a Principal level within Parametrix and have requested an internal meeting with Parametrix Leadership and General Counsel to debrief all issues in full and determine our next steps We will call to debrief with you soon thereafter Please call if you have any questions regarding the above Thank you Parametrix inspired people inspired solutions - making a difference Jim Dugan Owners Representative Services Division Manager phone 253 752.9862 fax: 253 752 9865 cell 253.278 8105 jdugan@parametrix.com From Stan Cruse Sent:Tuesday December 02, 2008 3.29 PM To Jim Mahlum [Jmahlum@cityofpa.us] Ingo Goller Cc- James Dugan ab@brighteng com Diane Lenius Subject: Shoring Design Underlines Jim and Ingo Attached is Jim's email to you last Wednesday regarding the shoring design which clearly says the shoring will be incorporated in the final wall below the beam Bright Engineering's calculations clearly says on page 1 under the criteria that the shoring will be incorporated in the permanent repair It is hoped you will review with the building official this afternoon prior to them responding to the items sent last Wednesday the 26th Those items are on our FTP site Parametrix inspired people inspired solutions making a difference Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax: 253 752 9865 cell 360 710 6425 scruse@parametrix.com Page 1 of 1 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: Ingo Golfer Lindsay Murray Cc: Jim Mahlum, James Dugan Robert Kugen, Ed Horsman, Susan Smith Date- 12/02/2008 02.37 40 PM Subject: RE. Punch list Form TEXT.htm PA Punchti-st Form _pdf Lindsay The form was sent to all and Ingo I will resend it without the November 26 Date Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710 6425 scruse@parametrix.com From: Stan Cruse Sent: Tuesday November 25 2008 7 33 AM To- 'Ingo Goller Cc: James Dugan, Jim Mahlum [Jmahlum@cityofpa.us] 'Susan Smith 'Ed Horsman Robert Kugen Subject. Punch list Form Ingo Attached is the form we can use tomorrow We can write in the Task No. space the discipline that is making the punch list. Please print for the Team tomorrow We will be at the site tomorrow morning at 9.30AM. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.Yml 4/21/2009 Page 1 of 2 Internet Message Novell Properties From: Stan Cruse <SCruse@parametrix.com> To: Jim Mahlum, 'Sandie Barnhart Terry Weed; igoller@xltech.com Cc: James Dugan Date- 12/01/2008 10.55 48 AM Subject: RE. GATEWAY Bus Stop Shelter pdf Terry I believe the minimum base depth according to the information is 1 3E (greater) or 4 5 +inches, hole depth of 4 inches, which would potentially penetrate the 4 inch slab. We were instructed to issue for Addendum No 7 5'x 13'x 6 inch thick pads for the Bus Shelters to be provided by Clallam Transit. I would recommend that the shelters be placed on those pads to avoid potential cracking of the 4 inch slabs, even though they are not centered on planters. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com -Original Message- From Terry Weed [mailto:tweed@c[allamtransit.com] Sent. Monday December 01 2008 10.00 AM To Stan Cruse- igoller@xltech com 'Sandie Barnhart Jim Mahlum Subject: GATEWAY Bus Stop Shelter pdf Stan in follow-up to our discussion last week about the issue of centering the bus shelter in the middle of the planter(east side of T-line mid-block) CTS Maintenance Manager Kevin Gallacci has provided the attached PDF which shows the recommended specifications. He highlighted the area in yellow which points to a minimum of 3 inches for the base support of the shelter If you need more information or have questions, please let me know Terry G. Weed CLALLAM TRANSIT General Manager 360-452 1315 file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 RECEWE NOV 2 6 2008 � W A S H I N G T 0 N U S A TY tYA GEImE DCOF P( T Dept.of COMMI Development PUBLIC WORKS & UTILITIES DEPARTMENT Date* November 26, 2008 To. Nathan West, Director of Community Development Jim Leirly, Building Inspe for From. Jim Mahlum, Civil Engi r Subject: Gateway Project Delaminati Fix Attached are the following from Krel Architect for your review, comments and approval. • Permanent Shoring design and calculations • Crack Monitoring Plan • Summary of how Krel got to Permanent Shoring solution CC Exeltech Clallam Transit(emails) Glenn Cutler, Director of Public Works and Utilities (emails)' Steve Sperr, City Engineer NAPROJECTS\97 20 Gateway\26 Claims&Liens\Krei delam fix 11 26-08 transmittal to CED.doc From James Dugan <JDugan aparametrix.com» To Jim K8ahlunn <Jmah/um0Dodyofpaus» Date- 11/28/200810.33AM Subject: PB3Design Solution and Physical Monitoring Plan Outline Follow-Up Attachments. 1118D8Conference Call Proposal doc CC' Ingo Go||er<igoUer@x/teohcom> 'ab@brighbengconn' <ab@briQhtangconn> Jinn This email is a final follow-up to last Wednesday's conference call meeting (see Proposal attached) and the above referenced subject documents sent toyou this morning Over the past couple of months we have proposed solutions in response to the Building Officials (BO) requests for information The first direction provided was provided by the Engineer of Record to load the deck oo-io. then effect the delamination repair otthe PB3/waUlocation After oround of Q&A and concerns expressed by the BO regarding the load capacity of the P133/wall location asecond solution was recommended inresponse buconcerns expressed horepair the delamination patch first, then load the deck. Based on continued concerns expressed by the BO regarding the load capacity of the PB3/wall location even with the delamination repair in place, temporary shoring was introduced as a short term option to forward the project. This option was conflicted onaminimum oftwo levels odifference inopinion between structural engineers and the BO on whether temp shoring was required for the structure or not (and secondarily whether or not it would in fact cause damage to the structure when loaded/un loaded)and the length of time for the delam repair to cure before loading would be allowed to begin |nbetween each of these options was a BO request for calculations to support/confirm/ensure all options proposed Taking into consideration all of the above, in addition to a sense of urgency regarding 'time for final solution submittal and approval and finally continued concerns expressed bythe BOfor all solutions submitted bodate we determined the best solution was a new solution that would do the following. ° Develop an immediate temporary solution at the PB3 connection location that will allow for P133 Delamination Repair and Plaza Deck loading to commence immediately and concurrently and ° Develop a permanent long term solution that may be implemented concurrent with Plaza Deck loading and the completion ofthe project. The strategic goals served were solutions that were. ° Capable of achieving the Building Officials approval to move forward with Plaza Deck loading ° Readily available and accessible by the Qanana| Contractor ° Able to allow the Plaza Deck to be loaded as quickly as possible and concurrent with any other repair work needed Aoaresult, vveproposed what was sent toyou this morning apermanent shoring solution that forwards the project now to be followed by a final design solution that encompasses the shoring solution in place By providing a permanent shoring solution with calc's that can support the total dead load we mitigated other/edd'| calculation info requests concerns regarding the de|arnrepair and concerns regarding the bearing capacity of the wall surface otthe PB3location One of the most critical factors in the current proposal is the ability to obtain BO approval to move forward ��(111/26/2008)Jim Mahlum P63 Design Solution and Physical Monitoring Plan Outline Follow-Up� } "..�..,_ Page 2!� in a timely manner 'Time and the urgency of moving forward drove the last and final solution submitted for review and approval In short,we could have developed and re-calc'd add'I info requested by the BO but with no assurance that when done and submitted that the BO response may then have been the same and given that all info and solutions provided to date continued to be subject to concerns by the BO we opted to go a different route on behalf of the entire project team Thank you Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone 253 752.9862 fax: 253 752 9865 cell 253.278 8105 jdugan@parametrix.com 1002 SW 15th Street SW,Suite 220 Auburn,Washington 98001 telephone 253 269 1330 facsimile 253 269 6899 krei architecture November 19 2008 Mr Terry Weed General Manager Clallam Transit System 830 W Lauridson Blvd. Port Angeles,WA 98363 Re: Port Angeles International Gateway Sub November 19 2008 Conference Call—Follow-Up Terry The conference call this morning was productive. Although we have not received direct feedback from the Building Official regarding our recent final document submissions,the City of Port Angeles shared with us concerns expressed to them earlier this week by the Building Official regarding multiple subjects. The primary purpose of the conference call was for the City of Port Angeles to share the concerns expressed by the Building Official and to engage a discussion with the project team regarding next steps. The Engineer of Record authorized the loading of the Plaza Deck on September 2,2008 A subsequent Peer Review confirmed the integrity of structural design and the validity of loading the Plaza Deck. The Building Official did not accept the Engineer of Records direction and has not approved the loading of the Plaza Deck to date. The proposal below is in response to the City of Port Angeles's understanding of the Building Officials additional concerns and desire to develop time sensitive design solutions and does not reflect on the actual structural design which has been proven to be acceptable. This letter is not intended to represent the minutes of the conference call meeting. The purpose of this letter is to outline what we understand to be the primary structural subjects and concerns expressed by the City of Port Angeles on behalf of the Building Official and to propose next steps to address those concerns in an effort to forward the project. Most critical is the immediate need to develop solutions that forward the project by placement of the Plaza Deck topping slab. To do that,we need the Building Officials approval to do so We offer the following outline of subjects and next steps that we propose to do on behalf of the entire project team to achieve that approval. The City of Port Angeles advised the primary subjects and concerns expressed by the Building Official that need to be addressed going forward are as follows. • PB3 Bearing Capacity Calculations • Delamination Repair Calculations @ PB3 • Delamination Repair Before or After Plaza Deck Loading Explanation and related Calculations • Monitoring of Concrete Surface Cracking Conditions r The strategic goals for the solutions/information to be developed to address the above defined subjects are solutions that: • Are capable of achieving the Building Officials approval to move forward with Plaza Deck loading 3 • Are readily available and accessible by the Genera}Contractor • Allow the Plaza Deck to be loaded as quickly as possible and concurrent with any other repair work needed • Monitor surface cracking conditions Taking into consideration all of the subjects,information,possible solutions and challenges discussed during today's conference call as well as a lengthy and in depth design team brainstorming session following the meeting between Krei Architecture, Bright Engineering and PCS Structural Solutions,we believe the final solutions may be categorized into two groups. They are. 1 PB3 Connection and 2. Monitoring Plan PB3 Connection After careful consideration of what has been requested what can and cannot be calculated in a timely manner and the stated strategic goals,we believe the solution for this category is a combination of two activities. They are. • Develop an immediate temporary solution at the PB3 connection location that will allow for PB3 Delamination Repair and Plaza Deck loading to commence immediately and concurrently and • Develop a permanent long term solution that may be implemented concurrent with Plaza Deck loading and the completion of the project. To achieve the first activity we propose the Delamination Repair as designed be implemented in addition to a to-remain-in-place steel member be attached to the perimeter wall and flush with the underside of the PB3 beam. To achieve the second activity we propose a new concrete reinforced wall be placed in the same plan view location of the added steel member attach the new wall to the perimeter wall,from floor to ceiling,fully encompassing the delamination repair area and steel member and designed to support the full load of this location. Calculations will be provided for the new wall. By providing a new wall with full load capacity the delamination repair calculation requirement is negated and long term assurance of load support is provided. We can provide both design solutions by end of day Tuesday Nov 25 assuming: • Outstanding construction activity reports and documentation are received by Thursday of this week, Nov 20 This is to ensure our design solutions solve a problem and do not cover a problem that needs a different solution than proposed. • Outstanding Building Official response(s)to recently submitted BEI structural solutions is received by Friday of this week, Nov 21 This is needed to ensure we effectively answer any/all Building Official concerns that may still remain. t The proposed schedule over the next week looks like this. • Construction activity information from Ingo to BEI on Thursday the 20th • Building Official feedback regarding BEI submittals sent to Krei Architecture on Friday the 215` • Start BEI design solutions Sat/Sun the 22nd/23`d i • Complete BEI design solutions Mon/Tues 24`h/25`h • Submit BEI design solutions to COPA on Tuesday the 25th • COPA review of design solutions on Wednesday the 26th Conference call with BEI and Krei Architecture if any outstanding questions remain. • Thanksgiving Holiday on Thursday the 27th • Possible release to start work as early as Friday the 28th—Monday the 1St at the latest Monitoring Plan After careful consideration of what was discussed we propose a physical inspection and recording Monitoring protocol be implemented—both for the monitoring of existing surface cracking as well as for identification of surface cracks that may yet appear thru construction and need to be monitored. We will develop an outline structure of a Physical Monitoring Program and submit a draft for initial COPA and Exeltech review and feedback, no later than Monday the 20 From James Dugan <J .com~ To Jinn yWoh|um <Jnnoh|unn@cityofpo.un> Data 11/26/2008 9-17 AM Subject: PA|GPB3Location Permanent Shoring Design Solution Attachments Structural Ca|cu|otiona_PA|G_11240Gpdf- Field 8ketohes_PA|G_112408pdf cc Ingo GoUer<igoUor@x|techoom» Stan Cruse <SCruaa8Dponametrix.00nn> 'a. Jim Please find attached the above referenced PB3 permanent design shoring solution The structural solution proposed is a design frame that will support total dead loads until the existing wall is repaired and reinforced The attached shoring design will be incorporated into a permanent design solution at-this location Our current thinking is the permanent design solution will be a reinforced cast in place concrete wall that encompasses the shoring solution inplace Once the permanent shoring design is in place and the Physical Monitoring Plan is implemented, the Plaza Deck loading may progress and may continue to progress simultaneously with the permanent design solution which we will develop beginning next week following the holiday weekend I will post these documents to the FTP site along with the Physical Monitoring Plan as submitted earlier this morning. Call oremail ifyou have any questions Thank you, Poramnetrix inspired people inspired solutions making adifference Jim Dugan Owners Representative Services Division Manager phone 253 752.9862 fax: 253752.988S oo|| 253.2788105 jdugan@panannetrix.conm From Karen Fleming [noUto.hf@brighbong oonn] Sent: Wednesday November 26 2008858AK4 To James Dugan Stan Cruse Subject: PA|(3 Calculations & Field Sketches Please see the attached Structural Calculations and Field Sketches for the Port Angeles International Gateway If you encounter any problems with the transmission of this document, please contact me at your earliest convenience Best regards, Karen Fleming Bright Engineering, Inc. 18OQ7th Avenue| Suite 110U | Seattle, VVAS8101 T 2068253777 1F 2066251851 | www brightengoum<hMp://wwxw.brightangoom/> STRUCTURAL CALCULATIONS PORT ANGELES INTERNATIONAL GATEWAY TEMPORARY SUPPORT FOR PB-3 PREPARED FOR. KREI ARCHITECTURE—A PARAMETRIX COMPANY s � r, %) 4> { I00�w ZP Ali \ t. 1,)A7 1 \ f DATE NOVEMBER 25 2008 BEI No 116 03R 1809"" Ave 510e 1100 1 Seattle,WA 98101 T 206.625.377' ( F 206.615 1851 ( www brighleng.com I into@brighteng.com erigk C—ngineenng Inc. Consulting Structural&Civil Engineering 1809 7°Avenue,Suite 1100 • Seattle,WA 98101 • (206)625.3777 • Fax(206)625-0185 • info®bthteng.com r+ y) e)es It\- 'v ne fioo,c1 6eb" PROJECTNO. Sk-L SUBJECT 5 VYn A �,� � DATE ,�— L3r! BY N. I �56 or, on COOP eflqL -Mk�e 4�� GAG Y ,tN jL 3oe �; -45?Z c anidk fv�SL r. r 'Bright C—ngineering Inc. Consulting Structural&Civil Engineering 1809 7"Avenue.Suite 1100 • Seattle,WA 98101 • (206)625-3777 • fax(206)625-0185 • inlo66righleng,com �6 r+ �y��V -OV,y. -14V ra a�VROJECT No A °` SUBJEcr U DATE BY 3 OTt ,..� � d � LA-,Ir,e- CAIX ?,;;If —7 - - j; z 10, 2 ' L.5e 6- f "OA tt- P i 11 V Uarc 5 *")c 1 t Brigkt C—ngineermEj Inc. Consulting Structural&Civil Engineering 1809 r Avenue,Suite 1100 • Seattle,WA 99101 • (206)6253777 • Fax(246)625-0185 • Into 0 brighteng.com ?br k Ah ie)e s PeoJEC'r No. T N. SUBJECT DATE 11- 7.5—Ob BY 3 OW CA r5 -- � T tti t i1 R FX rl; Q rX .'((y r 78813 �� k '� d �X sl �s RaL oe til LIP �o� 6 -priokt Qngmeering Inc. Consulting Structural&Civil Engineering 1809 r Averrue.Suite 1100 • Seatile,WA 98101 • )246)625.3777 • Fax(206)625-0185 • inlo®brighteng.00m k es l r v hc-h otic f Oei�P A/a• PxoJEcr No. S 6cut Suajscr DATE / A 6-,Oe BY f312Ir,.. ki l 19813 �aL �" -�a I F LCK A� � 1 �r a 61< Gly S �� ..�� � ��t� A��, a S EA Ci go' Tyf;o ri- 1, �, t i -Brykt Qngtneermg Inc. Consulting Structural&Civil Engineering 1809 P Avenue,Suite 1100 • Seattle,WA 96101 • (206)625-3777 # Fax(206)8254185 • inta®brighieng.com orf AYl e)QS PlzOjEcrNo. s6«< N, SUaJficr DATE BY O�Jr'V(� BY L 'K X PJ �.3• R'IG tt , i,. � ICY, 1 Bt3d v1 R LE .. INA A x O. . . . A N1? JoL 7/4 W/4- —5�' 5 vie ... ........ ELSV .11/0 DET4 11, 3 Y (11/2612008)Jim Mahlum PAIG Surface Cracking Physical Monitoring Plan Outline Page 1 From James Dugan <JDugan@parametrix.com> To Jim Mahlum <Jmahlum@cityofpa.us> Date. 11/26/2008 7:35 AM Subject: PAIG Surface Cracking Physical Monitoring Plan Outline Attachments. PAIG Surface Cracking Physical Monitoring Plan Outline 112608.doc; Equipmen t Monitoring Plan CTL Proposal.pdf 3 CC• Ingo Goller<igoller@xltech com> Stan Cruse <SCruse@parametrix.com> 'a. Jim Please find attached the above referenced PAIG Surface Cracking Physical Monitoring Plan (PMP) outline. The outline document sets forth the following, Prelude Goals Data Required Frequency and Reporting of Readings Duration The attached PMP outline recommends twice weekly readings in all locations of surface cracking, recording of temperature and humidity levels daily at the Plaza Deck exterior area and interior Parking Garage area, recording of construction activity daily and reporting once weekly to the project team at end of week each week. The PMP recommends that Exeltech or their designee perform the recording and reporting If for any reason the attached PMP is not approved by the COPA BO I have attached the previously received Equipment Monitoring Plan (EMP) proposal received by CTL dated October 22, 2008,for ease of reference If the COPA BO requires an EMP in lieu of a PMP we recommend that you Ingo and I get together to discuss all/other options for an EMP prior to engaging CTL. The attached PMP will be sent to the PAIG FTP site later today Thx. Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone 253 752.9862 fax. 253 752.9865 cell 253.278 8105 jdugan@parametrix.com 1 PORT ANGELES INTERNATIONAL GATEWAY PHYSICAL MONITORING PLAN OUTLINE Concrete Surface Cracking Monitoring Transit Building Parking Garage November 26 2008 As a follow-up to the November 19 2008 conference call meeting wherein we proposed to outline a Physical Monitoring Plan, the November 21 2008 letter from Nathan West to Jim Mahlum that states, `monitoring must be incorporated immediately' and a confirming telephone call between myself and Jim Mahlum on Monday the 24th to ensure a Physical Plan versus an Equipment Plan was a valid recommendation please find below the above referenced Physical Monitoring Plan outline The primary purpose of the Physical Monitoring Plan is the identification and gap measurement of post tension beam surface cracking and other concrete surface cracking conditions of the concrete garage structure below the Transit building The following is presented as requested, as an outline for larger team enhancement and adjustment to ensure project needs are satisfied The Physical Monitoring Plan outline below mirrors a similar surface cracking monitoring plan of a two story PT parking garage at Stadium High School during the Summer of 2006 Prelude • After concrete placement and form removal, post tension beam and other concrete cast- in-place structures displayed some surface cracking • In some locations delamination occurred in the location of surface cracking • A structural peer review described the surface cracking as a result of shrinkage and further advised that shrinkage will continue for another 90 days approximately The same peer review advised that surface cracking activity will be directly affected by ambient temperature and temperature variations as well as humidity levels and variations • The COPA Building Official requires a surface cracking monitoring plan prior to any consideration for occupancy • Krei Architecture, Bright Engineering and PCS Structural recommend a Physical Monitoring Plan versus a Equipment Monitoring Plan be implemented • Implementation is proposed done by Exeltech or their designee • Reporting from the Plan will be distributed to the COPA Building Official the COPA, CTS Exeltech Parametrix and Bright Engineering i Monitoring Goals • To identify all current surface cracking locations Utilize a Plan Layout, number each location and provide a digital photo of each location by number Initial layout should be developed based on previously documented surface cracking conditions • To measure the gap at each location of surface cracking Utilize a millimeter graded rule adhered to one side of the crack, read the gap distance and record the gap distance. Read record and report on a regular schedule • To monitor the entire structure to identify new surface cracking conditions should they arise and if they arise follow the above two bullet procedures • To provide data to determine surface cracking activity over time • To utilize that data to structurally determine if any additional design steps are required Additional Data Required For and During Physical Monitoring Plan Implementation • All documentation regarding surface cracking conditions reported and recorded to date • Daily Construction Reports • Daily ambient temperature and humidity readings at the site both at start of work and at noon and in two locations; (1)Outside—Plaza Deck, and (2) Inside—Parking Garage • Record of any special construction conditions and/or activities that could potentially affect surface crack data. Frequency and Reporting of Readings • Readings twice weekly • Readings on Tuesday's and Friday's • Readings recorded in a summary format or template • Reporting done once weekly • Reporting done at end of business day Friday Monitoring Duration Recommendation • Thru receipt of Certificate of Occupancy per the above frequency of readings • Thereafter once monthly until mid-Summer 2009 • This captures the low temperatures of 2008-2009 Winter thru concrete full cure and into the warmer temperatures of Summer 2009—one full temperature cycle Gltow .. . October 22,2008 euMVkrravkdaw,0plivannff116901 - CON r aCr14N T164,4NoWGY LA"RATORirS 1EfiK3dNa&s&. saucnoN 1CHNlr11. O!Co1+RSULTANM. Email: IGol ler@xltech.com Mr Ingo Goller www.CTLGroup.com Exeltech 116 West 8th Port Angeles,WA 98516 Proposal 33PA08-428: Post-tensioned Beam Crack Monitoring Dear Mr Goller Thank you for contacting CTLGroup for your precision crack monitoring Based on your request for short-term crack monitoring I have prepared the following work scope with associated costs. SCOPE OF SERVICES MONITORING SYSTEM INSTALLATION CTLGroup would install four crack gages and data logging system to continuously monitor crack movements(every 10 minutes)for one-month duration. This work would include the following: • Installation of all instrumentation. • Connection of instrumentation to data logging system. • Use of all instrumentation, data logger for a one-month time period. • Hands-on training for weekly retrieval of data storage. The fee for this Task is estimated to be$9,600 and would include all travel, equipment installation and expenses for one month of equipment use Additional use of equipment would be billed at a rate of$1,000 per month(partial or whole). SYSTEM REMOVAL Upon completion of the monitoring period, Exeltech would remove package and ship all equipment back to CTLGroup.All associated costs would be the responsibility of Exeltech. REPORT If requested, CTLGroup would prepare a report summarizing the monitoring effort. This report would contain photos, sketches and plots of data collected during the monitoring period.The fee for this Task is estimated to be at least$3 800 and would include preparation and issuance of three bound reports Main Office 5400 Old Orchard Road Skokie,Illinois 60077 1030 Phone 847-965-7500 Fax 847-965-6541 Mid-Atlantic Office 5565 Sterrett Place,Suite 312 Columbia,Maryland 21044-2685 Phone 410-997-0400 Fax 410-997-8480 New England Office 1 Washington Street,Suite 300A,Dover New Hampshire 03820 Phone 603-516-1500 Fax 603-516-1510 Mr Ingo Goller Page 2 of 3 Proposal 33PA08-028 October 22,2008 TERMS AND CONDITIONS To perform this work scope CTLGroup will depend on Exeltech to provide access for installation This will require a high lift and power Additional services that may be requested, but are not part of the scope of services outlined in this proposal are: • Consulting efforts resulting from evaluation of collected data • Monitoring efforts beyond one month • Repair of instrumentation resulting from construction activity or public damage • Additional instrumentation to the system • Additional on-site visits These additional services will be billed as time and materials according to our Consulting Fee Schedule(only upon pre-authorization). This work will be performed according to the attached Terms and Conditions.A returned signed copy of this proposal will serve as our notice to proceed We are prepared to begin this work immediately This proposal Is valid for 30 days. I have attached several project profiles of similar work we have performed recently Please call me directly if you have any further questions. Very truly yours, . Approved: Thomas L. Weinmann By Principal and Group Manager Sensors and Structural Diagnostics Title: TweinmannOu CTLGroup.com Company' Phone (847) 972 3280 TLW cc: 1. Kirin J Juliano A. Bassam 33PA08-028 CT Roup '810*9 Kn_W9G.Dkwoft Ate. eww.CTLGroup.com J CTLGROUP STANDARD TERMS AND CONDITIONS SCOPE OF WORK. CTLGroup shall perform services in accordance with an OWNERSHIP OF DOCUMENTS.With the exception of CTLGroup submittals to Agreement made with Client.The Agreement consists of CTLGroup's Proposal Client, all documents, Including field data, field notes, laboratory test data, and these Standard Terms and Conditions.The scope of work,costs and time calculations and analyses, prepared by CTLGroup as Instruments of service schedules,if any defined in the Proposal are based on information provided by shall remain the property of CTLGroup. CTLGroup will retain all pertinent Client and shall be subject to the provisions of this Agreement. if this records relating to the services performed for a period of sixty (60) days Information Is Incomplete or Inaccurate,or If Client directs change to the scope following completion of CTLGroup's services. After this period, they may be of work established by the Proposal, a written amendment to the Agreement discarded unless other arrangements are requested and paid for by Client. equitably adjusting the costs and time schedules shall be executed by Client SAMPLE RETENTION. CTLGroup reserves the right to discard samples and CTLGroup as soon as practicable.Client is defined as the person or entity immediately after testing. Upon request and at Client's sole expense,samples requesting and/or authorizing the work,and in so doing,Client represents and will be stored or transferred. warrants that he/she Is duly authorized in this role. The acceptance of SUBPOENAS OR COURT ORDERS. If any subpoena or court order is served CTLGroup's Proposal signifies the acceptance of the terms of this Agreement. INVOICES.CTLGroup shall submit invoices monthly and/or on completion of upon CTLGroup and/or any of Its staff, subconsultants or subcontractors requiring the presentation o documents or appearance e a deposition or trial,or work for services performed and expenses Incurred and not previously billed. for other discovery purposes, s Payment Is due upon Client's receipt of the Invoice,and is past due thirty(30) ses, arising out of services provided under this days from the date shown on the Invoice.Client shall Inform CTLGroup of any Agreement,Client shall pay the charges applicable to on an act compliance disputed charges on an invoice and the reason for the disputed charge in with the subpoena is court order. Charges will accrue on in actual time and writing within 10 business days of receiving said Invoice.Client agrees to pay a related expense basis In accordance with the standard rates in effect at the time tservice upon CTLGroup of the subpoena ncourt order Invoices oc Include service charge of one and one-half percent(1.5%)per month on all past due time and expenses Incurred gathering,organizing and duplicating documents, amounts. t preparing to give testimony,travel and testifying In deposition or trial. STANDARD OF CARE. CTLGroup will perform Its services under this OPINIONS OF COST CTLGroup's opinions of probable costs,If any provided Agreement In conformance with the care and skill ordinarily exercised by as part of the services under this Agreement, are made on the basis of reputable members of the profession practicing under similar conditions at the CTLGroup's knowledge, experience and qualifications, and represent same time. NO OTHER WARRANTY OF ANY KIND, EXPRESSED OR CTLGroup's judgement as an experienced and qualified professional engineer IMPLIED,IN FACT OR BY LAW IS MADE OR INTENDED. familiar with the construction Industry CTLGroup cannot and does not SAFETY It is understood and agreed that,with respect to Project site health guarantee that proposals,bids or actual costs will not vary from the opinions of and safety CTLGroup Is responsible solely for the safe conduct of Its personnel probable costs provided by CTLGroup. In the performance of their duties.It Is expressly agreed that CTLGroup has no LIMITATION OF LIABILITY THE LIABILITY OF CTLGROUP FOR ANY responsibility for the protection and safety of any other persons on and about REASON WHATSOEVER ARISING UNDER OR RELATING TO THIS the Project site. Unless Indicated otherwise in the Proposal. Client shall AGREEMENT WILL NOT EXCEED IN THE AGGREGATE$50,000 OR THE provide,at Its expense, all facilities and labor necessary to afford CTLGroup AMOUNT OF THE FEE ACTUALLY RECEIVED BY CTLGROUP WHICHEVER personnel safe access to sampling, testing or observation locations in IS GREATER. IN ADDITION, IN NO EVENT WILL CTLGROUP BE LIABLE conformance with federal, stale and local laws, ordinances and regulations. FOR ANY CLAIM OR DEMAND BY CLIENT OR AGAINST CLIENT BY ANY Unless access equipment is provided by CTLGroup, It is understood and THIRD PARTY IN OR FOR ANY AMOUNTS REPRESENTING LOSS OF agreed that CTLGroup shall not be In charge of,and shall have no control or PROFIT LOSS OF BUSINESS,DELAY DAMAGES OR SPECIAL,INDIRECT responsibility over any aspect of the erection, construction or use of any INCIDENTAL, CONSEQUENTIAL, EXEMPLARY OR PUNITIVE DAMAGES. scaffolds, hoists, cranes, stays, ladders, supports or other similar devices as THE PROVISIONS OF THIS PARAGRAPH SHALL APPLY REGARDLESS OF defined and Interpreted under any law,ordinance or regulation relating in any THE FORM OF THE CAUSE OF ACTION,WHETHER IN CONTRACT TORT way to Project safety (INCLUDING, WITHOUT LIMITATION, NEGLIGENCE), STATUTE OR HAZARDOUS SUBSTANCES. If CTLGroup is to provide services in the OTHERWISE. general vicinity of a facility or other area where any substance which poses or INDEMNIFICATION.if any claim,suit or legal action arising out of the services may pose a present or potential hazard to human health may exist,Client shall under this Agreement Is asserted against CTLGroup by a person or entity who Is Immediately notify CTLGroup of such potential health hazard which It knows or not a party to this Agreement,Client agrees to indemnify,hold harmless,protect reasonably suspects exists and thereafter CTLGroup Is authorized by Client to and defend CTLGroup from and against any such claim,suit or legal action,and take all reasonable measures,including suspension of services and termination any and all loss, liability damage, costs and expenses associated therewith, of the Agreement.CTLGroup deems necessary to protect its personnel against kept to the extent that the event and/or damages giving rise to such claim, such possible health hazards. Client shall bear the direct costs of such suit or legal action is found to have been caused by the negligence of measures. In the event samples collected or received by CTLGroup on behalf CTLGroup.The Client's obligation hereunder Includes,but is not limited to,the of Client contain any substance which poses or may pose a present or potential payment of attorney's fees, court costs, and expert and consulting expenses hazard to human health or the environment,CTLGroup will,at the completion required for the proper and vigorous defense of CTLGroup, of testing and at Client's sole expense and responsibility return such samples to Client or upon written request from Client,release such samples to a carrier NO THIRD PARTY BENEFICIARIES.Nothing In this Agreement shall create a for transport to a location selected by Client for final disposal. contractual relationship with,or cause of action in favor of,a third party against ENVIRONMENTAL CONTAMINANTS: CTLGroup's scope of services Is Client or CTLGroup. confined to those items described In the applicable proposal or statement of DISPUTE RESOLUTION. All claims, disputes, controversies or matters in work. It does not include the identification, testing, sampling, removal, question arising out of, or relating to, this Agreement or any breach thereof abatement or remediation of any environmental pollutant,contaminant,hazard, which cannot be resolved through negotiation shall be submitted to mediation toxin,condition,irritant,material or problem,Including but not limited to molds, before and as a condition precedent to any other remedy.Upon written request fungi,bacteria, mildew, mycotoxins,spores or other irritants of any kind.If in by either party to this Agreement for mediation of any dispute, Client and the course of CTLGroup's performance of its services it observes said CTLGroup shall select by mutual agreement a neutral mediator If the dispute conditions, or falls to observe said conditions which were otherwise visually cannot be settled through mediation, then such dispute shall be decided by detectable,Client agrees CTLGroup shall have no liability to anyone relative to arbitration in accordance with the Construction Industry Arbitration Rules of the said conditions.Cilent agrees that CTLGroup will not be liable for the dispersal, American Arbitration Association (AAA)then In effect.The award rendered, if discharge, escape, release or saturation of any environmental pollutant, any by the arbitrator(s)shall be final and binding on both parties and judgment contaminant, hazard, toxin, condition, irritant or material in or onto the may be entered upon it in accordance with applicable law in any court having atmosphere,or on,onto, upon,in or into a surface or a subsurface in,on,or jurisdiction. Each party Involved in the arbitration process shall pay all Its own around the area of CTLGroup's work. Client further agrees that if a claim, arbitration fees and costs to the AAA and shall share equally in the fees charged lawsuit,arbitration,mediation or other demand is made on CTLGroup directly by the arbitrator(s). All mediation or arbitration shall take place in Chicago, or indirectly arising from or related to any environmental pollutant, Illinois unless Client and CTLGroup agree otherwise. contaminant, hazard, toxin, material,irritant, condition or problem,the Client TERMINATION. This Agreement may be terminated by either party upon at shall defend.Indemnify and hold harmless CTLGroup from same. least seven(7)days written notice in the event of substantial failure by the other DELAYS.CTLGroup shall not be considered in default under this Agreement if party to perform in accordance with the terms hereof Such termination shall not Its performance is prevented or delayed by any cause which is beyond its be effective if that substantial failure has been remedied before expiration of the reasonable control. Further Client understands and agrees to pay all period specified in the written notice. In the event of termination, CTLGroup reasonable charges associated with any delays,cancellations,rescheduling or shall be paid for services performed prior to the termination date set forth in the other activities that may alter time schedules and anticipated costs and that are notice plus reasonable termination expenses. beyond the reasonable control of CTLGroup. 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' �' •„�•.'�'ma cz��: -am uring the Ments. : :+ f ! �n i,d �t �!:X�151 ;!€t_�y 41ru�_4:�.. _ _ t€� �to q...,..��•� i 4t t:lH>S.,i.,... '[ :try-! :�• '• 0 K-. :'!zq 'k•„'ej:ri;..�si�:b.,<:..-' .��5_ st .,3�f € i �.. a..c• _-^nak ,fit Vii'£Tr'""._.•.8 icsr:e'_ '1- 3 J9 '.C:"t'-4..-s-.• •�:.::,..-- 'r+�g;r;„�..'�:� ^€� �.�.:, .«r.�:�:,nR -r..! j1,. -:•= r.CC•'>S 2r:c•'i:s: } i'— ,, u •'rt'F�,ft.'. F�L ' Y-c �S:•w .='✓' ,".i€€'i..'fit. _ F'ti'.d".,:a. P!, 4 � JIf = ra 3i titfii ieti '°}'y" ?_,1t iIi"ril �'` r i:iF f.ts3+1iE €'t=- !L� i n Page 3 of 4 Internet Message NovelL Properties From: Stan Cruse <SCruse@parametrix.com> To: Jim Mahlum Cc: ab@brighteng.com, Diane Lenius, James Dugan, Ingo Goller Date- 11/24/2008 10:30:01 AM Subject: Building Official Comments e TEXT.htm Jim, We have not seen any emails come through on the Building Officials comments on latest information provided by Bright Engineering. Coming today? Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com file.//C \Documents and SettmgsJheath\Local Settings\Temp\messages.xml 4/21/2009 :f I November 21, 2008 Jim Malhum Project Manager Public Works and Utilities Department City of Port Angeles 321 E Fifth St. Port Angeles, WA 98362 Subject. STOP WORK NOTICE - Port Angeles International Gateway Dear Mr Malhum. As the City Building Official, I am directing this letter to you in your capacity as project manager and applicant of the above mentioned project. Since September of this year,the Building Division has been advising you and other project proponents of concerns identified upon inspection of the Port Angeles International Gateway Facility Despite multiple meetings, dedication of staff time, and hiring of an engineer, project proponents have failed to fully address these concerns. I have attached a November 19, 2008 letter from Tracy Gudgel with Zenovic and Associates outlining these issues that must be addressed. These issues were discussed at a meeting on October 9, 2008 attended by you and other project proponents and at that time it was agreed the requested details would be provided, but, as of today have not been provided. On September 12, 2008, the City Building Inspector directed that all work in relation to loading of the plaza deck be discontinued as a result of structural issues identified upon inspection. Due to the lack of response to date,please consider this letter your official STOP WORK NOTICE regarding that portion of the project. You have been advised of the corrective action that must be taken and it is reiterated in the attached letter I will continue to make available to you options for removing the stop work order as outlined in the attachment. Monitoring as discussed at the October 9, 2008 meeting must be incorporated immediately to ensure no further delays of the project. Please consider the monitoring and associated analysis of monitoring results to be a requirement prior to any consideration for occupancy 1 1 � Please also be advised that due to the continued reviews of partial and incomplete documents you and other proponents have submitted, review costs have exceeded review fees submitted in conjunction with your building permit. As a result, all future reviews, and correspondence associated with the project will be billed to you at cost. Occupancy of this facility shall not be permitted until the City's Building Inspector approved corrective actions have been implemented and a satisfactory response has been provided that adequately addresses the structural integrity of the facility Sincerely, Nathan A. West, AICP Director of Community and Economic Development CC Glenn Cutler, Director of Public Works and Utilities, City of Port Angeles Terry Weed, Clallam Transit System Bright Engineering Inc. Exeltech, Inc Krei Architecture, Inc 2 ES ov R,T" NkaE L W A S H I N G TO N U S A jMEMA Public Works & Utilities Department November 21, 2008 Mr Terry Weed General Manager 830 W Laundsen Blvd. Port Angeles, WA 98363 RE International Gateway Project Partial Acceptance Dear Terry, r It is strongly recommended that partial acceptance of the subject project be pursued. In particular acceptance of the sidewalks on Front, Lincoln and Railroad and the west parking garage will provide the maximum benefit to the community for the holiday season. At the November 13`h Principals Meeting, it was agreed that obtaining partial occupancy of some of the project was a benefit to all parties and should be pursued. As the Principal responsible for managing the Clallam Transit System contract, I am requesting that you take appropriate action to accept the sidewalks and west parking garage by Wednesday, November 26, 2008 Portions of the sidewalk are currently open to the public It is realized that the west garage is dependent upon obtaining a certificate of occupancy from the City Building Official. The Callam Transit System contract with Primo Construction Section 9 9, Partial Occupancy or Use, addresses the steps to be taken to accomplish this (see attached) City staff is available to assist C1allam Transit System staff in developing the appropriate action necessary to implement the process for partial acceptance If you have any questions please contact Jim Mahlum, City Project Manager at 360-417- 4701 or e-mail tmahlum(ci.;citvo.fpa.us d Sincerely, Cutler, P.E Director of Public Works and Utilities Attachment Section 9 9 Partial Occupancy or Use Phone 360-417-4805/ Fax 360-417-4542 k Website wwwcityofpa.us/Email publicworks@cityofpa.us 321 East Fifth Street P 0 Box 1150 / Port Angeles WA 98362-0217 §9 6.4 Neither the Owner nor Architec shall have an obli`atton to pay or to see to the pa,mint of money to a Subcontractor except as may otherwise be required'by law §9 5.5 Payment to material suppliers shall be treated in a manner similar to that provided in Sections 9 6.' 9 6 3 and 9 6.�" §9 6.6 A Certificate for Payment. a progress payment. or partial or entire use or occupancy of the Proje; t by the Owne: shall not constitute acceptance of Work not in ac-ordance with the Contiact Documents. §9 6.7 Lnless the Contractor provides the Owner with a payment bond in the full penal sum of the Contract SLUTI, payments received by the Contractor for Work properly perforlmed by Subcontractors and suppliers shall.be held by the Contractor for those Subcontractors or suppliers who performed Work or furnished mate-ials.or both under contrac with the Contractor for which payment was made by the Owner Nothing contained herein shall require mono to be placed in a separate account and not commingled with money of the Contractor shall create any fidliCiary liability or tort liability on the part of the-Contracror for breach of trust or shall entitle any person or entity to an award of punitive damages against the Contractor for breach of the -eauirements of this provision. §9 7 FAILURE OF PAYMENT §9 71 If the Architect does not issue a Certificate for Payment,through no.fault of the Contractor within seven d,ys after receipt of rhe-Contractors Application for Payment,or if the Owner does not pay the Contractor within seven days after the date established in the Contract Documents the amount certified by the Architect or awarded by arbitration.then the Contractor may upon seven additional days written notice to the Owner and 4rehitect,stop the Work until payment of the amount owing has been received.The Contract Time shall be extended appropriately and the Contract Sum shall be increased by the-amount of the Contractors reasonable costsof shut-down,delay and star-.-up plus interest as provided for in the Contract Documents. §9,3 SUBS'ANTIAL COMPLETION §9.8.1 Substantial Completion is the stage in the progress of the Work when the Work or designated portion thereof i, sufficiently complete in accordance with the Contract Documents so that the Owner can occupy or utilize the Work for its intended use §9,8,2 When the Contractor considers that the Work,or a portion thereof which the Owner agrees to accept separately is substantially complete the Contractor shall prepare and submit to the Architect a comprehensive list of items to be completed or corrected prior to final payment.Failure to include an item on such list does not alter the rt:,ponsibiliiy of the Contractor to complete all Work in accordance with the Contrae Documents §9,8,3 Lpon receipt of the Contractors list.the Architect will make an inspection to determine whether the Work or designated portion thereof is substantially complete If the Architect's inspection discloses any item, whether or not included on the Contractors list, which isnot sufficiently complete in accordance with the Contiact Document:, so that the Owner can oceup-v or utilize the Work or design2ted portion thereof for its intended use, the Contractor shall. betor issuance of the-Certificate of Substantial Completion,complete or correct such item upon notification by the Ar,hi ,ct. in such case,the-Contractor shall then submit a request for anothe, inspection by the Architect to determine Substantial Completion. §9.8,4 When the Work or designated portion thereof.is substantially complete the 4rchiteut will prepare a Certiticate of Substantial Completion which Shall es ablish the date of Substantial Completion, shall e.;tablish responsibilities of the Ownei and Contractor for security maintenance, heat. utilities,damage to the Work and insurance and shall fix the time within which the Contractor shall finish all items on the list accompanying the Certificate Warranties required by the Contract Documents shall commence on the date of Substantial Completion of the Vvor'c or designated portion thereof unless otherwise provided in the Certificate of Substantial Completion. §9 3.5 The Certificate of Substa..t.al Completion.shall be subm.tted to the Owner and Contractor for their written acceptance of responsibilities assigned to them in such Certificate Lipon such acceptance and consent of surety if an, the Owner shall make payment of retainage applying to such Work or designated portion thereof. Such payment shall be adjusted for Work that is incomplete or not in accordance w,th the requirements of the Contract Documents. §9,9 PARTIAL OCCUPANCY OR USE §9 91 The Owner may occupy or use any completed or p:rtially completed portion of the Work at anv stage when such pni-tion is designated by.separate agreement with the Contractor provided such occupancy or use is consented AIA Document A201 —1997 Copyright d 1888,1911 1915,1918,1925 1937 1951 1958.1961 1963. 1966 1970,1976, 190"and 199-by The.American Institute of Architects.All rights reserved.WARNING This AIAf Document is protected by U.S.Copyright Law and 23Inte-naticnai Treaties unauthorized reproduction or distribution of this AIA`;Document,or any portion of it,may result in se.,ere civil and criminal penoltin and will ba prosecuted to the maximum extent p, sibie under the law Purchasers are not permitted to reproduce this document.To report copyright violations of AIA Contract Documents,e-mail The American Institute of Architects'legal counsel.copyright r@..aia org. to by the Insurer as required undo, Section I 1 4 l �, and authorized by public authorities havtn,jurisdiction over the Work. Such partial occupancy or use may commence whether or not the portion is substantially complete provided the Owne, and Contractor have ac-epted in writing the responsibilities assigned to each of them for payments retauta<-,e if any security maintenance heat utilities.damage to the Work and insurance, and have agreed in writing concerning the period `or coir ction of the W ork and commencement of warranties required by the Contract Documents When the Contractor considers a portion substantially complete the Contractor shall prepare and submit a list to the Architect as provided Linde. Section 9 S 2.Consent of the Contractor to partial occupancy or use shall not be unreasonablv withheld. The stage of the progress of the Work shall be determined by written agreement between the Owner and Contractor or if no agreement is reached, by decision of the Architect. §9.9.2 Immediately prior to such partial oceupancv or use the Owner Contractor and Architect shall jointly inspect the area to be occupied or portion of the Work to be used in order to determine and record.the condition of the Work. §9.9 3 Cnless otherwise agreed upon, partial occupancy or use of a portion or portions of the Wort:shall not constitute acceptance of Work not complying with the requirements of the Contract Documents §9 10 FINAL COMPLETION AND FINAL PAYMENT §9.10.1 Upon receipt of written notice that the Work is ready for final.inspection and acceptance and upon receipt of a final Application for Payment, the krchitect will promptly make such inspection and, when the Architect finds the Work acceptable under the Contract Documents and the Contract fully performed, the Architect will promptly issue a final Certificate for Payment stating that to the best of the Architect's knowledge.information and belief, and on the basis of.the Architect's on site visits ancLuhspeetions, the.Work has been completed.in accordance with terms and conditions of the Contract Documents and that the entire balance found to be due the Contractnr.and noted in the final Certificate is due and payable The krchitect's final Certificate for Payment will constittite.a further representation that conditions listed in Section 9 10 2 as precedent to the Contractor's being entitled to final pavment have been fulfilled. v §9 10.2 Neither final payment nor any remaining retained percentage shall.become due until the Contractor submits to the Architect(1)an affidavit that payrolls,bills for materials and equipment, and other indebtedness connected with the Work for which the Owner or the Owner's property might be responsible or encumbered(less amounts withheld by Owner) have been paid or otherwise.satisfied. (2) a Certificate evidencing that insurance required by the Contract Documents to remain in force after final payment is currently in effect and will not be canceled or allowed to expire until at least 30 days prior written notice has been given to the Owner (3)a written statement that the Contractor knows of no substantial reason that the insurance will not be renewable to cover the period required by the Contract Documents, (F)consent of surety if any to final payment and(5), if required by the Owner other data establishing payment or satisfaction of obhgafions, such as receipts,releases and waivers of liens,claims security interests or encumbrances arising out of the,Contract, to the extent and in such form as may be designated by the Owner If a Subcontractor refuses to furnish a release or waiver required by the Owner the Contractor may furnish a bond satisfactory to the Owner to indemnify the Owner against such lien. If such lien remains unsatisfied after payments are made,the Contractor shall refund to the Owner all money that the Owner may be compelled to pav in discharging.such lien,including all costs and reasonable attorneys'fees. §9 10.3 If after Substantial Completion of the Work.final completion thereof is materially delayed through no fault of the Contractor or by issuance of Change Orde•-s affecting Final completion. and the Architect so confirms the Owner shall. upon application by the Contractor and certification by the Architect, and without terminating the Contract, make payment of the balance due for that portion of the Work fully completed and accepted. If the remaining balance for Work-not fully completed or corrected is less than retainage stipulated in the Contract. Documents,and if bonds have been furnished, the written consent of surety to payment of the balance due for that portion of the Work fully completed and accepted shall be submitted by the Contractor to the Architect prior to certification of such payment. Such payment shall be made under terms and conditions governing final payment, except that it shall not constitute a waiver of claims. §9 10.4 The making of final payment shall constitute a waiver of Claims by the Owner except those arising from. 1 liens, Claims, security interests or encumbrances arising out of the Contract and unsettled. .2 failure of the Work to comply with the requirements of the Contract Documents or .3 terns of special warranties required by the Contract Documents, AIA Document A201-M—1997 Copyright J 1883, 1911 1915, 1913,1925,1937 1961 1968, 196 196^ 1966.1970,1976, 1987 and 1997 oy The Arnercan Institute of Architects.All rights reserved.W.,ARNING Tin AIA Document is protected by U.S.Copyright Law and 29 Internatirnat Treaties.Unauthorized aproducticn or dE fribution of:his AIA Document.or any portion of it,may result in severs civil and crit mal p,nasties and will be prc<ecuted to the maximum axtent ipcsaible under the law Purchasers are not,permitted to reproduce this document.To report copyright violations of AIA Contract Documents,e-mail The American Institute of Architects legal counsel,copyright@a;a.org. November 20, 2008 Jim Malhum ,q Project Mana eg�r r�J b-�AA (0�J 321 E. Fifth St. Port Angeles, WA 98362 Subject: Port Angeles International Gateway �Tb (.--) c no t-A cc- Dear Mr Malhum. As the City Building Official, I am directing this letter to you in your capacity as project manager and applicant of the above mentioned project. Since September of this year,the Building Division of the Community and Economic Development Department has been advising you and other project proponents of unaddressed concerns identified upon inspection of the Port Angeles International Gateway Facility Despite multiple meetings, dedication of staff time, and hiring of an engineer, project proponents continue to avoid answering questions and have withheld the information my staff have requested. I have attached a letter from Tracy Gudgel with Zenovic and Associates, our contracted reviewing engineer, outlining those issues that must be addressed. These issues were discusse a meeting attended by you and other project proponents and at that time it was agree the requested details would be provided. On September 12, 2008, the City Building Inspector r6quested that all work in relation to loading of the plaza deck be discontinued as a resultlstructural issues identified upon inspection. Due to the lack of response to date,please consider this letter your official STOP WORK NOTICE regarding that portion of the project. You have been advised of the corrective action that must be taken and it is reiterated in the attached letter I will continue to make available to you options as outlined in the attachment. Monitoring as discussed at the "October 9, 2008 delamination meeting must be incorporated immediately to ensure no further delays of the project. Per the attached letter, I will consider lifting the stop work notice should you proceed in accordance with Mr Gudgel's November 6, 2008 letter 1 CML ENGTNEERING EEN ( V.I C — __ _�_ LAND SURVEYING ASSOCIATES � EVE � E I V�� D 301 East 6th Street,Suite 1 MQ Port Angeles,Washmgton 98362 INCORPORATED NOV 192008 (360)417-0501 CITY OF PORT ANGELES Fax(360)417-0514 Dept.of CommYnit Dove ment I E-mail:zenovic@olympus.net November 19 2008 Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly I have reviewed the response letter from Ade Bright dated November 12, 2008 to my letter dated November 6, 2008 which also references building inspector's letter and meeting notes/outline notes of October 7 2008 His response letter still does not adequately address all the issues in the outline, my letter dated November 19 2008 or the additional comments in the letter by Ingo Goller of Exeltech dated October 20 2008 and is not acceptable to this office. It should also be noted that Ade still does not appear to have all my comments in the outline and his response shall include all my comments(I have included a copy of the outline with my additional notes italicized). I will not provide a complete review of his letter but will highlight the following portions as I did in my previous letter(see outline for item numbers): Item 1 B ) It is noted that Ade has provided calculations showing that only 5' of bearing is required to support dead plus superimposed dead load However details of the actual buck out have not been provided and Ade has not addressed how this buck may affect bearing at the end of the beam since the location of the bearing has shifted due to the spalling Item 1 D)Ade has clarified that the 5' bearing calculation is for dead loads only It should be noted that any proposed repairs shall be review and approved prior to implementation of the repairs or any live loading on the deck. Item 2, C)Ade has at least partially addressed the possible cause of the cracks and additional information is not requested Item 3, A)The cause of the cracking has not been completely addressed. The cause of the cracking should be predictable and addressable Ade was asked to address the possibility that the, beam may not be post tensioned equally due to friction losses and also bracing effects of the walls, especially the 45 degree wall which is noted in my added comments to the outline which is again attached Ade shall address the issue of whether the walls were included in the design since they have an effect on the post tensioning and the transfer of post tensioning forces Some of the post tensioning forces will be transferred into the wall (from the beam and floor slab pulling on the top of the wall)and transfer it elsewhere, reducing the effective post tensioning forces in PB#3 and particularly PB#4 This would reduce the beam capacity increase deflection, and make it more susceptible to cracking from shrinkage and other forces. It would seam prudent to utilize the data from the actual structure, hopefully documented in post tensioning logs to run an analysis of the structure based on the actual field results It should be noted that this office now has copies of the reviewed shop drawings and calculations done by Fine Engineering. In reviewing them there appears to be a design change between the beam profiles in the plans by Ade and the plans by Fine Engineering. Ade s plans do not show PT tendon dead Page 2, November 19, 2008 Gateway Project ends in PB4 or PB6 while the plans by Fine Engineering have dead ends. This discrepancy shall be addressed. The calculations also appear to assume a fixed center support which is not completely accurate since the center support is actually a post tensioned beam running in the opposite direction; this beam would have some flexibility and the effects should be addressed. It should also be noted that the analysis of this structure seems to be based only on two dimensional analysis that is not taking into consideration the complex variables associated with the two way asymmetrical post tension system actually used on the project. As noted above, Ade shall provide a complete response to the items in the outline and should provide calculations where necessary to justify his responses. Ade shall also respond to the comments of the letter dated October 20 2008 by Ingo Goller of Exeltech that also contains several items related to the design which may be possible causes of the spalling/delamination and cracking. This office also reviewed a letter dated November 10 2008 by PCS Structural Solutions pertaining to the review of the proposed solution to address the delamination area under P63. At this time, the proposed repair of the spalling is not approved and therefore this office will not comment on the letter Prior to approval of the proposed delamination/spall repair calculations shall be provided to justify the repair as well as specific details to provide proper bonding of the repair to the exposed rebar in the spalled area. The proposed repair shall also consider the possibility of cracking at the reentrant corners and supplemental reinforcing shall be provided to resist this possible cracking. The proposed repair shall be capable of resisting both the required bearing loads, which it would appear to do, and also address flexural stresses caused by the horizontal forces from the continued restrained shortening of the post tensioned beams It should be noted that the proposed epoxy dowels do not develop the complete strength in the rebar and may be questionable. The proposed spall repair shall provide anchorage which is sized and spaced to handle the appropriate shear friction and tension forces. Also reviewed was a draft letter by Krei Architecture dated November 17 2008 which proposes a change in the construction sequence with the delamination repair being performed prior to placement of the final topping slab This sudden change in the proposed sequence shall be addressed by Ade since all previous documentation recommends placement of the topping slab first. It should be noted that if the delamination repair is performed first there may be loads induced into the repair from the loading that would not occur if the delamination repair was completed after placement of the topping slab The only portion of the repair work which is acceptable to perform at this time is the proposed epoxy injection of the cracks, this work may occur at any point in time. The proposed abandonment of the monitoring of the PT structure prior to loading of the deck is also not acceptable. Ade himself in previous documents,wanted monitoring to help determine the cause of the cracking and therefore monitoring will be required prior to placement of the topping slab As stated in the previous letter the issues and conditions noted above must be addressed prior to any final acceptance of any proposed structural repairs. Since at this time the proposed delamination/spall repair plan is not acceptable, the conditions previously noted and noted again below shall be met prior to allowing construction to continue with the placement of the topping slab 1) Shoring under PB3 shall be provided to protect against catastrophic failure of the structure prior to allowing placement of the topping slab This shoring shall be designed by a structural engineer licensed in the State of Washington. The shoring shall be designed in such a way to allowing the beam to move under the increased Page 3, November 19 2008 Gateway Project dead loads created by the addition of the topping slab without affecting the load path on the beam 2) A monitoring program shall be developed and approved to monitor the deflection in the beam as it is loaded as well as monitor the cracks in P134 during loading by placement of the topping slab 3) The monitoring program shall be developed by experts in the field and shall be initiated prior to placement of the topping slab with ample time to develop a baseline to account for movements due to temperature Once items 1-3 have been adequately addressed, the contractor may place the final topping slab. It again shall be noted if placement of the final topping slab does is completed under the conditions noted above it does not constitute an approval of the previous issues or the additional issues by PCS or Ingo which must be addressed prior to the approval of any proposed structural repairs to address the spalling/delamination or cracking. Any proposed structural repairs, including calculations, shall be submitted and approved prior to beginning any repair work. Please be reminded that the building shall not be occupied until all design questions have been answered and any required repairs have been designed approved, and completed to the satisfaction of the City of Port Angeles Building Department. Please call me if you have any questions on this matter Sincerely Tra udgel, P E. Fc: JN 08091 a 4, IODftY� Zenovic&Associates,Incorporated Letter October 8,2008 Items to Address: Item 1 A. Address adequate reinforcing to handle reduction in bearing from spalling. Beam Bearing has shifted to the east due to spalling under the bearing seat Post Tension anchor block out does not extend deep enough into beam to pose a shear cracking risk. A detail shall be provided. Detail to include how rebar terminates at end of beam.- Formatted:Font:Italic B. Account for buck out at stressing end. Ade Bnght indicated the calculations show the bearing is less then 5 inches Tracy Gudeel was concerned about how the bock out for the stressmg cones figured in on the bearma condition(drew sketch on board).Ade Bright and Ingo Goller indicated that the bearine condition was full height on the back side of the wall Ade was willmg_to show Tracy the actual details Ingo indicated they had construction photos to confirm Ade to provide details. Formatted:Font:Italic C. Calculations and sketch to show combination of buck out and spalling do not compromise beam bearing. D Clarify the ultimate dead load factory of safety requirement. Ultimate dead load includes a 1.2 Load Factor The calculations for the ultimate dead load included the dead loads and the live load. I thought Ade said the calculation did not include the live load please vert Formatted:Font:Italic Item 2: A. Regarding cracking address reentrant corners considered in design. Ade Bright considered the reentrant comer crack potential. B. Was reinforcing added at reentrant comers to reduce cracking? No reinforcing was added to mitigate the crack potential. C. Address horizontal cracking,not just at comers. Outline to 10-09-08 delamination meeting.doc 1 of 7 i ,Ade addressed the construction sequencing request by Primo-to-backfill the-wall, Formatted:Font:Not Bold therefore a wall support system was designed The cracking is occurring at those Formatted:Indent:Left: 0.25^� lines. It was also noted by Stan Cruse that the wall was backfilled and then the sheet piling was removed with large equipment api13 img more forces than just the soil pressure Ingo Goller and Jim Mahlum noted that this was at the time in the drop in Lincoln Street occurred. .Ade is to address cause of cracks and address construction loading _ Formatted:Font:Italic Horizontal cracking was generated at the drilled holes,during installation of whalers to support the wall during backfilling. D Does proper vertical reinforcing eliminate horizontal cracks. Ade will check his design for adequacy and provide references to the calculations. A monitoring plan will be developed to observe any possible movement. Ade is to clarify what loads he designed wall for including active soil pressure_ Formatted:Font:Italic E. Address 60 degree angle crack below PB3,not at reentrant corner It will be reviewed in field. Asked for his explanation of the cause of this crack while on-site.. - Formatted:Font:Italic F Provide calculations to justify As a part of the field review will also review construction practices and sequences. A review of the calculations will be done and references given to this review It was noted that sheet pile removal could be a factor. Item 3- A. Address cause of vertical cracks in PB4. This was addressed in Ade's September 2 report. No cause identified. ,During site visit asked that Ade address the possibility that beam may not be post Formatted:Font:Italic tensioned equally due to fi•iction losses and whether this could cause the cracking Based on fact that Ade said that post tensioning design was performed by others(l believe the company that did the post tensioning)the calculations for this post tensioning design shall be provided. This shall include documentation showing that the desi n was reviewed and approved by Ade prior to the post tensioning work The calucations shall show that the walls were including in the analysis since Ade says that the walls are part of the integral system of the post tensioning The calculations should also address the 45 degree wall intersectinz the east wall near PB3 showing that it was included in the post tension design since it was a change to the project. Outline to 10-09-08 delamination meeting.doc 2 of 7 B. Variables addressed needs to determine whether the structure is sound. Consider installing strain gauges prior to loading PT Deck It was my understanding that strain gauges were to be added-prior-to loading the Fammued:Font:Italic deck. -- C. Provide calculations to show cause of crack. Temperature reinforcing to be viewed for adequacy and references provided to the calculations. 41so see comments of-item A_above- Formatted:Font:Italic Item 4. A. Cause of cracking does not appear to be complete. Ade maintains that due to isolated delamination condition,Shear-friction is not a problem. B. Cause does not account for all the variables. ,pelaminationprobably caused by more than one issue,,possibly including minor Formatted:Font:Italic sheen friction effects( shear friction does occur when there is an interface between Formatted:Indent:Left: 0.5" --------- ---------- concrete poured at two separate times) __ _ Formatted:Font:Italic Formatted:Font:Italic C. Cause related to the project issues. D Cause related to post tensioning. Item 5: A. Structural engineer has no reservations for placing the topping slab and pavers. Ade recommends loading structure. Final approval to proceed,with loading the deck structure,will be considered after a report addressing these issues is submitted and accepted. Repair procedure to address delamination repair will be submitted prior to making repairs. Outline to 10-09-08 delamination meeting.doc 3 of 7 It shall be made clear that calculations will be required to iustif the proposed - ronnateee:Font: analysis shallItalic repair. The show that the repair will resist any tension loads on the inside face where the Walling occurred for the life of the structure including any affects offing term creep,post tensioning reforces4or loading, om seismic events ftmw eed:Font:Italic Formatted:Font:Italic First Paragraph after Item 5: Previous discussion covered the following items. The discussion ended at this point as all discussion in the above touched on each of the remaining issues. Some short discussion shall briefly included to tie all these remaining items to those discussed above A. Engineer has not completely addressed items above. B Therefore recommended that remaining dead loads not be imposed until items addressed. C. Reinforcing and post tensioning minimize and/or eliminate cracking in concrete. Second Paragraph after Item 5: A. Engineer may not have accounted for or considered several design issues. B. Excessive cracking and spalling due may be partially due difference in rigidly (assume rigidity)along east wall line. C. Fact post tension forces are being transferred into wall. Outline to 10-09-08 delamination meeting.doc 4 of 7 D At PB3 45 degree wall adds stiffness and likely wasn't considered in design. E. Post tensioning forces are being transferred into wall and not staying in beam and slab(assumed). F Likely putting torsion effects on the wall on the non braced side. G Torsion makes sense,based on the spalling pattern and cracks in the wall under the beam. H. Spalling decreases moving north,probably due to more flexible structure towards the open end. Third Paragraph after Item 5: A. Appears shear friction may not have been addressed in design per ACI 318, possible cause for spalling/delamination. B. Reinforcing extending through the wall and into beam would exaggerate this effect. C. ACI attachments discusses shear friction and design,joints may carry significant tension due to restrained shrinkage or thermal shortening. Outline to 10-09-08 delamination meeting.doc 5 of 7 D Therefore wall restrained by 45 degree wall,post tensioning is causing similar effect and creating significant tension at joint,thus spalling. E. Concern thatrepair will not address this issue,before or after loading,tension will remain at joint due to tensioning forces. F Spalling will continue unless this issue is addressed. G Future spalling would create additional issues,concrete pull out rather than break at joint,between the grout and concrete. Last Paragraph. A. Engineer shall consider general comments noted above in response. B. Include calculations for shear-friction forces. C. Calculations shall justify grout repair is adequate without reinforcing,to address the shear-friction forces. Where do we go from here? • Final report • Final report shall include what monitoring it to occur during and after Formatted:Bullets and Numbering loading Outline to 10-09-08 delamination meeting.doc 6 of 7 • A draft copy will be provided to Exeltech for review and final report will be provided to Nathan West,COPA Building Official, with a copy to Exeltech. • Acceptance of report • Nathan West,COPA Building Official,will issue a notice to proceed with loading the deck structure(placement of the concrete topping). This notice shall include the requirement of design acceptance of the final repair procedure to address delamination. Outline to 10-09-08 delamination meeting.doc 7 of'7 _. ... _ _..._ ...._ ineerin. issue_. ._,a.M __,_.._..,,.....s�____,�...__ ______._..�.__ r(11�19 2008)William Bloor Re. Gateway-eng g Page 1 From. William Bloor To: William Bloor Date: 11/19/2008 11 52 AM Subject: Re Gateway engineering issue Synopsis: City contracts with engineer to design building. He does. City contracts with construction company to erect building. City's public works dept oversees construction. City's Community development dept acts as building official. Construction 3/4 complete. Load-bearing concrete columns begin to crumble. Problem appears to be in the design,not the construction technique. City building official stops work. Asks engineer for detailed report on problem and fixes. Engineer does not respond. City's interest is to have the project completed safely and with as little delay as possible. City does not want to inadvertently release engineer from A&E liability What can/should the city do? n Recommended actions: cj 1 1. Building official notifies all parties that stop work order remains in effect until he has received from a qualified structural engineer a thorough report on problem and recommended solutions. 2. City gives written notice to Krei and Primo project stopped,expenses will be incurred,delay in project completion,not the city's fault,will hold both responsible. And, invite both to assist with measures to mitigate costs,expenses,delay N4h@�� stake-astieFycity will hire structural engineer and charge expenses to them. 3. City notifies Krei that it has a claim against it for A&E liability State that city is not waiving claim against Krei for liability but City directs Krei to respond to building official as requested. 4 If Krei does not respond,City hires structural engineer to advise it. (Need good structural engineer). 5. In addition, ublic wor proposes to hire an independent structural engineer on whom all agree to report on problem and possible solutions. ity wi I charge costs to responsible party City prefers that all parties agree to selection of independent structural engineer and to act in accord with his report. (?If all do not agree to that, Public works will hire independent engineer?) (Or take some other approach). (ADR in contract?) 6. Krei and/or Primo recommend solution. 7 Public works would direct contractor to implement solution identified by independent engineer i Page 1 of 5 Internet Message Novell Properties From: Stan Cruse <SCruseCparametrix.com> To: Glenn Cutter- Jim Mahlum, Terry Weed, igoller@xltech.com Cc: James Dugan Date- 11/19/2008 11 14 44 AM Subject: FTP Site AOR TEXT.htm All, Jim s letter and supporting documents have be uploaded to the Parametrix Public FTP site In the Folder 11 18-08 Plaza Loading Letter under architectural. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com file.//C \Documents and SettmgsJheath\Local Settings\Temp\messages.xml 4/21/2009 'ELES R T Or NG Ai ! W A S H I N G T 0 N U S A Public Works & Utilities Department November 18 2008 James Dugan, Owners Representative Services Division Manager Parametrix, Inc 2102 N Pearl Street, Suite 301 Tacoma, WA 98406 Re International Gateway Delamination Summary Letter 'k, Dear Jim, The Principal s meeting was very good last Thursday November 13 with a number of action items It seemed all parties were focused on resolving the one major outstanding item, completion of the Plaza Deck. On behalf of Krei Architects,you committed to memorializing direction, decisions and completing research by the end of last week to ensure that when the Building Official s consultant returned from vacation on Monday he would have all information available to complete his review This has not happened. Based on your 8.23pm November 17 email to me, I am extremely disappointed that I will not have Krei s clarification letter until sometime on Wednesday,November 19 after being promised more than once I would receive it on Monday In anticipation of receiving the Krei s letter on Monday I scheduled a meeting for 9 AM Tuesday morning(today) with the Building Official, Building Inspector and Tracy Gudgel to address the last two packages of information provided by Krei. Tracy was reviewing them all Monday into the night, in preparation for today's discussions Time is of the essence Please expedite the necessary reviews. I also request you seek consideration from Bright Engineering concerning providing a method for construction completion that might permit construction to be completed in a shorter timeframe than outlined in the last direction given. For example, Bright Engineering may want to give consideration to placement of an angle iron support fixed to the wall as a method of support under the beam, development of a plan for placement of the Plaza Deck concrete in non-critical area, etc The financial impacts are not known nor have they been presented by the contractor Primo Construction. A prudent person would anticipate that added costs are being accrued, including costs associated with additional construction management effort by Exeltech, and building permit inspection by the Building r. Official and his consultant. It is imperative that resolution to this ongoing issue be resolved soonest. I look forward to your timely response to these issues. Sincerely mes M. Mahlum, Project Manager Nathan West, City Building Official Clallam Transit Exeltech Phone 360-417-4805 / Fax 360-417-4542 Website wwwcityofpa.us/Email publicworks@cityofpa.us 321 East Fifth Street P 0 Box 1150 / Port Angeles WA 98362-0217 Page 8 of 22 Internet Message Novell. Properties From: Stan Cruse <SCruse@parametrix.com> To: ab@brighteng.com; James Dugan, Robert Kugen, Ingo Goller Cc: Jim Mahlum; 'Bill Alton 'Lindsay Murray 'Roger Horton Tom Ellis Date- 11/17/2008 01 25 38 PM Subject: RE. Items for your consideration! LTEXT.htm Ade Apparently your answer on the ramp is not clear my email to you defined the concrete for the ramp at Front street, moving west through the Pavilion and over the bridge ramp to the west to the Transit Mall, because it is a separate color See drawing A0.01 the darker concrete/hatched area. Can this total length be covered with the topping slab Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com From. Ingo Goiter [mailto•igotter@xttech.com] Sent. Monday November 17 2008 1 19 PM To: Stan Cruse- ab@brighteng.com; Robert Kugen, James Dugan Cc: 'Roger Horton Tom Ellis 'Bill Alton Jmahtum@cityofpa.us, 'Lindsay Murray Subject. RE. Items for your consideration! Stan, The question about installing the topping stab west of the ramp while delamination repair is being done has not been answered. So is it acceptable to install the topping slab west of the ramp while the delamination work is in progress? Ingo Gotter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igotler@xttech com<mailto igoller@xltech.com> Ph. 360.417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exettech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From Stan Cruse Sent. Mon 11/17/2008 11 13 AM To ab@brighteng.com, 'Ingo Goller' Robert Kugen, James Dugan Cc: 'Roger Horton 'Tom Ellis 'Bill Alton Jmahlum@cityofpa.us; 'Lindsay Murray Subject: RE. Items for your consideration! file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 9 of 22 Ingo, Any additional questions? Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710.6425 scruse@parametrix.com From ab@brighteng.com [mailto.abCbrighteng.com] Sent: Monday November 17 2008 11 12 AM To: 'Ingo Goller' Stan Cruse Robert Kugen, James Dugan Cc: 'Roger Horton 'Tom Ellis 'Bill Alton Jmahlum@cityofpa.us; 'Lindsay Murray Subject: RE. Items for your consideration! Ingo, High early would require about half the time Its ok to place concrete for ramp. Ade Bright, PE, SE Bright Engineering, Inc. From Ingo Goller [mailto igol[er@xltech.com] Sent. Monday November 17 2008 10:49 AM To Stan Cruse [scruse@parametrix.com] rkugen@parametrix.com; jduganCparametrix.com Cc: ab@brighteng.com; Roger Horton Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject. Items for your consideration! Stan, As discussed with Jim this morning I would like your input on the possibility to allow the construction of the ramp across the PT deck from Front Street to the north end of the bridge and install the topping slab to the west of the ramp. During the time that this portion of the topping slab is being installed the delamination repair is being completed and allowed to cure the required time to achieve the necessary concrete maturity Speaking of concrete maturity using a concrete with Type I / II cement will require 14 days to achieve a level of maturity to develop concrete flexural capacity If a Type III cement is used what is the necessary cure period to develop sufficient flexural capacity? Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech.com<mailto igoller@xltech com> Ph 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this a-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 12 of 22 Internet Message Novell. Properties From: Stan Cruse <SCruse@parametrix.com> To: ab@brighteng.com; James Dugan, Robert Kugen, 'Ingo Goller' Cc: Jim Mahlum; 'Bill Alton 'Lindsay Murray 'Roger Horton 'Tom Ellis Date* 11/17/2008 11 13.02 AM Subject: RE. Items for your consideration! log 617 TEXT.htm Ingo, Any additional questions? Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360.710 6425 scruse@parametrix.com From. ab@brighteng.com [mailto ab@brighteng.com] Sent: Monday November 17 2008 11 12 AM To. 'Ingo Goller' Stan Cruse- Robert Kugen, James Dugan Cc: 'Roger Horton Tom Ellis 'Bill Alton Jmahlum@cityofpa.us; 'Lindsay Murray Subject. RE. Items for your consideration! Ingo, High early would require about half the time Its ok to place concrete for ramp Ade Bright, PE, SE Bright Engineering, Inc. From: Ingo Goller [mailto•igol[er@xltech.com] Sent: Monday November 17 2008 1049 AM To: Stan Cruse [scruse@parametrix.com] rkugen@parametrix.com, jdugan@parametrix.com Cc: ab@brighteng.com, Roger Horton, Tom Ellis, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us] Lindsay Murray Subject: Items for your consideration! Stan, As discussed with Jim this morning I would like your input on the possibility to allow the construction of the ramp across the PT deck from Front Street to the north end of the bridge and install the topping slab to the west of the ramp During the time that this portion of the topping slab is being installed the delamination repair is being completed and allowed to cure the required time to achieve the necessary concrete maturity Speaking of concrete maturity using a concrete with Type I / II cement will require 14 days to achieve a level of maturity to develop concrete flexural capacity If a Type III cement is used what is the necessary cure period to develop sufficient flexural capacity? Ingo Gotter PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igotler@xltech com<mailto.igoller@xltech.com> file.//C \Documents and Settings\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 13 of 22 r Ph. 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World People Not Companies, Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc. shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. file.//C \Documents and Settings\heath\Local Settings\Temp\messages.xml 4/21/2009 Page 14 of 22 Internet Message NoVeIL Properties From: Stan Cruse <SCruse@parametrix.com> To: Jim Mahlum Cc: James Dugan, Robert Kugen Susan Smith, igoller@xltech.com Date- 11/17/2008 11 10:56 AM Subject: RE. A/E Punchlisting Jim and Ingo, We are scheduled for Wednesday the 26th of November Unless directed otherwise we will be gather on site at the Transit Building at 9.30 AM. Ingo we will assume you will have all the necessary punchlist forms for us to fill out. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v.2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com -Original Message- From James Dugan Sent: Monday November 17 2008 10.26 AM To Jim Mahlum Cc: igoller@xltech com, Stan Cruse Subject. A/E Punchlisting Jim Thx. We have asked our consultants to tell us which of the following three days is available and/or best: Friday Nov 21 Tuesday Nov 25 Wednesday Nov 26 We will pick one of them. Back as soon as we hear from them. Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone- 253 752.9862 fax: 253 752.9865 cell. 253 278.8105 jdugan@parametrix.com -Original Message- From: Jim Mahlum [mailto.Jmahlum@cityofpa.us] Sent: Monday November 17 2008 10:20 AM To: James Dugan Cc: tweed@clallamtransit.com, igoller@xltech.com Subject: RE. KA Letter with Attachments Jim As I see it all other days are good for us. jim file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 15 of 22 >>> James Dugan <JDugan@parametrix.com> 11/17/2008 8:06 AM>>> So if Friday the 21st does not work for the consultants (won't know for a few hours) please advise what other days are available BTW Good luck with the DRB meeting. Parametrix inspired people inspired solutions making a difference Jim Dugan Owners Representative Services Division Manager phone- 253 752.9862 fax: 253 752.9865 cell. 253 278.8105 jdugan@parametrix.com -Original Message- From. Jim Mahtum [mailto:Jmahlum@cityofpa.us] Sent: Monday November 17 2008 8.05 AM To: James Dugan Cc: tweed@clallamtransit.com, igoller@xltech.com Subject: Re KA Letter with Attachments Jim, Monday the 24th is not good for either Ingo or I as we both have a DRB meeting that day for the 8th Street Bridge project. Jim file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 Page 2 of 6 r Internet Message NovelL Properties From: Stan Cruse <SCruse@parametrix.com> To: Jim Mahlum, James Dugan Cc: AdeBright, Glenn Cutler- Steve Sperr• igoller@xltech.com, 'Rod Finkle Roger Horton Date- 11/13/2008 09.09.18 AM Subject: RE. Response to Letter and Delamination Fix Jim, We have photos that show the Contractor had removed the concrete before Ade was on site to review This is constructible do you need to hire another Contractor with experience? It is the Contractors responsibility to insure that the concrete reaches all areas of the form, done commonly by ports, etc. this not the designers responsibility You are wasting time instruct the Contractor to proceed We heard some of the same talk during the underpinning and it got done Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710 6425 scruse@parametrix.com -Original Message- From: Jim Mahlum [mailto.Jmahlum@cityofpa.us] Sent: Thursday November 13 2008 9.00 AM To James Dugan, Stan Cruse Cc: Bright Engineering; Glenn Cutler- Steve Sperr• igoller@xltech com; 'Rod Finkle Roger Horton Subject. RE. Response to Letter and Delamination Fix Stan Your reply is unsatisfactory and in error The spatting section was removed NOT in an aggressive manner but was a prudent measure under the direction of Ade Bright in order to determine the magnitude of the spall and reduced bearing area. Regarding the constructability of a design, it is the designers responsibility to design something that can actually be built. We have some doubts of how one would get the concrete consolidated at the bottom and middle with so much rebar nails, and only 6 space running almost to the top. To what extent do you believe and can be assured, that there will be no air pockets?This should, and is, the responsibility of the designer Jim >>> Stan Cruse <SCruse@parametrix.com> 11/12/2008 5 17 PM>>> Jim, The shoring issue was never resolved and the engineer of record does not recommend. Now that there is a fix in place to add back the bearing that was agresively removed by the Contractor under the direction and observation of exeltech, there is no need for shoring. Regarding constructability we need clarification, we are not responsible for means and methods by the Contractor If the concern is forming we can probably brainstorm with the Contractor how to support, but that is usually designed by them as required by the specifications. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse Corporate Architect phone- 360 850.5313 fax: 360 479 5961 scruse@parametrix.com file.//C \Documents and Settings\jheath\Local Settmgs\Temp\messages.xml 4/21/2009 Page 3 of 6 From Jim Mahlum [Jmahlum@cityofpa.us) ` Sent. Wednesday November 12, 2008 4 52 PM To: James Dugan, Stan Cruse Cc: Glenn Cutter- Steve Sperr• igoller@xltech.com; 'Rod Finkle Roger Horton Subject. Re- Response to Letter and Delamination Fix Stan li Jim I have forwarded these on to the Building Official-for review and comments. After reviewing our review (Glenn, Steve and myself) we do not see any documentation as to providing a shoring system to load the deck, as we were lead to believe in our phone conversation with you last week. This question has been put out there and you have had discussions with Exeltech concerning this interim measure Does this require a shoring system, YES or No. If it does not please explain. If it does please provide an engineered drawing AND CALCULATIONS. We also like further discussion as to the constructability of the permanent fix as it does not appear obvious to us. Please be able to explain tomorrow at our meeting. Jim >>> Stan Cruse <SCruse@parametrix.com> 11/10/2008 3 55 PM >>> Jim, Attached are five items: 1 The revised September 30 2008 letter from Bright Engineering which revises item 3 third sentence does not fit flexural or shear cracks 2. Letter dated October 28, 2008 which addresses all items of the original meeting. 3 Calculations dated November 7 2008 which supports the October 28 letter 4 Drawing showing the proposed delamination fix dated November 7 2008. 5 PCS letter providing review comments on the fix design. Please call if you have any questions. Parametrix inspired people inspired solutions making a difference Stanley C. Cruse AIA, LEED v 2 AP Project Manager phone- 253 752.9862 fax: 253 752.9865 cell. 360 710.6425 scruse@parametrix.com file.//C \Documents and Settings\jheath\Local Settings\Temp\messages.xml 4/21/2009 O L�� E I AN Wlop, .._ WASHINGTON U S A PUBLIC WORKS & UTILITIES DEPARTMENT Date- November 12, 2008 To Nathan West, Director of Community Development c O From Jim Mahlum, Civil Engin v4�oeNc Subject: Gateway Project—Krei s le of response to delamination issue Attached are five items responding to the delamination issue 1 The revised September 30, 2008 letter from Bright Engineering which revises item 3, third sentence, " does not fit flexural or shear cracks 2. Letter dated October 28, 2008 which addresses items of the original meeting. 3 Calculations dated November 7, 2008,which supports the October 28, letter 4 Drawing showing the proposed delammation fix dated November 7, 2008 5 PCS letter providing review comments on the fix design. CC Exeltech Clallam Transit Glenn Cutler, Director of Public Works and Utilities Steve Sperr City Engineer N\PROJECTS\97 20 Gateway\26 Claims&Liens\delamination 11-07-08 letter forwarded to CED.doc 'j POR T NGELES j ' '7 • W A .S H I N G T O N U S A. Community & Economic Development Department y November 12, 2008 Mr Glenn Cutler, Director Public Works &Utilities r P O Box 1150 Port Angeles, WA 98362 '- RE Engineering Fees - Gateway Project Dear Glenn. As the applicant of record for the City's Gateway project, the attached billing from Zenovic fi and.Associates is being referred to you for payment. These extraordinary costs were not anticipated as part of the building permit fee. It was necessary for this Department to ' independently seek engineering consultation due to the engineer of record being unresponsive when asked for specific information needed to address engineering concerns >3 noted by the City's Building Inspector in review of the project (Building Permits #07-742 and 07-1.042) Costs continue to be incurred for this reason, and may continue to be incurred until a resolution has been reached and the uested with the engineer responds as re g P q n subordinating information. �., Thank you for your attention to this matter B t " v Sincerely, Sue Roberds Planning Manager ' r Attachment: October 31 2008 billing from Zenovic and Associates ' . cc Jim Mahlum,Project Engineer „�✓., 44 YIN•' ' t"YAP °-V a;% �- dart xw'•'�'�_ 2, Phone 360-417-4750/ Fax 360-417-4711 Website wwwcityofpa.us/Email smartarowth@cityofpa.us 2 `f. 321 East Fitch Street PO Box 1150/Port/;ngeles WA 98362-0217 5a 73, i-4 i�"' N �Q_Vq ,GVEER1NG ,, 3�' V'v '�V ZMA&A, TAN Q WRY)-MY N G' NKI 301 East 6th Street,Suite I & ASSOCIATES Port Angeles,Washington 98362 I N C 0 R j, b R A T E D (360)417-0501 Invoice Fax(360)417-0514 E-mail:zenovic@olympus.net D g City of Port Angeles NOY 4 2008 Invoice 8103 P 0 Box 1150 City of Port Angeles Port An WA 98362 eublic Works and Utilities Dept Invoice Date 10/31/2008 EngmeenngServicesDivislut Due Date 11/30/2008 Terms. 2% discount if paid by 15th Project: 08091 - Plan Reviews You may take discount at time of payment Services provided for the period of September 27 2008 through October 25 2008 Phase Description Hours/Qty Rate Amount GATEWAY Structural Analysis Senior Design Engineer- Plan Review 12 10000 1 20000 Structural Analysis Senior Design Engineer- Specifications 05 10000 5000 Structural Analysis Senior Design Engineer- Meeting 4 10000 40000 Representation Structural Analysis Senior Design Engineer- Documentation 1 5 10000 15000 'f�1 v Accounts delinquent after 30 days Invoice Total $1 80000 1% Finance Charge applied to delinquent accounts Costs advanced for which we have not yet been billed (such as Prepayments $000 service fees shipping. charges etc ) may not appear on this invoice and will be billed at a later date Balance Due $1 80000 r 'Aright C—nginee-ring Inc Consulting Structural and Civil Engineering November 12, 2008 BEI# 116 03R Parametnx, Inc. Attn. Stan Cruse,Project Manager 2102 N Pearl Street, Suite 301 Tacoma, WA 98406 O RE. PORT ANGELES INTERNATIONAL GATEWAY o,,V Response to Zenovic&Associates, Inc. �u� 13 l D Cir), eAt.Of Co NGF Dear Stan o SFS '°mons Our response to letter dated November 6, 2008 from Zenovic &Associates, Inc. is as fol ows. Item 1 B. We have provided calculations to show that an average of 5"deep.bearing is all that is necessary to support dead plus superimposed dead load. Our initial proposal was to make the repair after that, and at which time the bearing width would have been filled to at least 12",the thickness of the wall for any added loads.No further calculation will be provided. Item 1 D. In my letter dated September 30, 2000, I indicated the magnitude of dead and live load reaction for P133 at the east wall I also stated that under ultimate dead load (which includes contribution of loading the deck), approximately 5" bearing depth is required. This is consistent with our response of October 28.and the calculation submitted November 7a' As stated above,we are not concerned about live load effects for the existing bearing condition simply because full bearing depth would be in place prior to the application of live load. There is no calculation for proposed repair since the bearing area after the repair is more than adequate. Repair is based on our professional judgment, Item 2C. We cannot comment on the effect of construction loads on the cracks because we were not present at the site for observation. Our letter of October 28'h included photographs and statements from October 7'h meeting related to significant ground settlement when sheet piles along the east walls were being removed. We and Landau Associates have also noted in previous reports significant ground vibration while the sheet piles were being removed Noting that the crack is almost in line with the waler, among the factors we have mentioned it is conceivable that in may be induced by the vibration. Again,we cannot conclusively claim a Mr Stan Cruse,AIA,LEEDv.2 AP November 12,2008 Page 2 of 2 particular cause for the crack as Zenovic is requesting. In our opinion, the location of the honzontal crack does not compromise the structural integrity of the wall. Item 3A. Agam,we have addressed the issue of these cracks to the best of our knowledge. We have also attached copies of reviewed shop drawings which we believe the COPA has copies of. Zenovic should note that we only review shop drawings and not approve them. We have reviewed our work and are satisfied with the design. However, we can only comment on and not draw absolute conclusions to the effects of material,means and method ofconstruction, matenals placement and their conformance to design drawings. If Zenovic&Associates has done some calculations or has expertise or experience in these matters, we would like them to share it with us,because their persistent requests in view of our responses suggest so Deck Superimposed Dead Load. As noted on page 5-001 of previous submitted calculation, dead load is 94 psf, superimposed dead load is 52 psf. Total dead load is 146 psf,but rounded up to 150 psf for which the PT was proportioned. It is for this reason we have persisted on loading the deck so as to balance the stresses in the plaza deck. Our only contact with PCS with respect to this project was on Monday of this week to discuss their expenence with our initial sketch of the proposed fix. We do not know what material they were provided for their review and cannot comment on the scope of their work. Zenovic's Conditions for Loading: With respect to the conditions placed on loading the plaza, we can only comment on Item#1 We elect to do the repair pnor to loading the structure since it is our opinion that there is no benefit to the proposed shoring method. We have consistently maintained that the plaza can be loaded without the repair With respect to items 2 and 3 we would defer them for future discussion with Parametrix and the COPA. Finally, with respect to comments regarding PCS independent review and responses we have provided thus far,Zenovic's comments, without the benefit of any calculations or assessment, is unprofessional We will limit our responses only to those comments that have technical validity Please call me if you have any questions. Best regards, Y s Aic J 13 ht, PD;8 41 301 East 6th Street,Suite I & ASSOCIATES Port AngeirsWashington 98362 Fax(360)417-0514 E-mail:onovic@mympus.met November O. 2OD8 MrJim Liedy RECEIVED 8ui|d/ng !nmpeuhor City ofPort Angeles Department ofCommunity Development 321 East Fifth Street NOV, 0 7 2008 Port Angeles,VVA88382 CITY OF PORT ANGELES SUBJECT Port Angeles International Gateway BUILDING DIVISION ' Dear Mr Liedy' 1hovonoviemedthanmaponoe|ettarfromAdm8rightdobod [%ctobor28. 2OO8concenningbui|ding Inspector's letter and meeting notes/outline notes ofOctober 7 2008. His response letter does not adequately address all the issues in the outline and is not acceptable to this office. It should be noted that Ade does not appear to have all my comments in the outline and he should include all my comments in his response. I will not provide a complete review of his letter but will highlight the following portions (see outline for item nunnbero): Item 1. B.\ Details not provided tuclarify Issue ofbearing with reduction inwall width to 8' due tompaUing. Item |nmeeting Ade appeared toindicate that loads donot include live loads Item 2. 0Cause ofcracks and construction loads not completely addressed. Item 3./QReason for cracks tobaaddressed Ade boaddress this issue and comment that design was performed byothers. Provide his approval and review ofthe design, including shop dnavvnQa.and structural calculations. Ade should provide a complete response to the items in the outline and should provide calculations where necessary tojustify his responses. Also reviewed atthis time imoletter dated October 2O 2D08byIngo GoUarofEne|tenhwhich agrees with my opinion that Ade has not completely and specifically addressed the issues noted |nthe outline. Ingo'o letter also contains several items related tothe design which may be possible causes of the spalling/delam!nation and cracking that must also be addressed by Bright Engineering aopart ofhis response. Athird letter b PCS Structural Solutions was also reviewed bythis ofOce.This letter does discuss possible causes of the various cracking but appears to be only a cursory review as is noted inthe letter |tdoes bring upadiscrepancy concerning the actual superimposed dead load onthe structure. |t|onoted that Ade used a1S0pofsuperimposed dead load onthe deck while PCS Indicates a 50 psf superimposed dead load more accurately represents the loading on the deck. This discrepancy shall beaddressed byAde including what affect this would have onthe design of the structure since the dead load is less than he figured and thus would affect the camber inthe PTbeams and what PTload was specified inthe design. |tshall banoted that the letter from PCS ianot considered bythis office bobeonindependent third party review ofthe design and ioonly cursory innature. The issues noted above must be addressed prior to final acceptance of any proposed structural repairs. That said, this office is willing to allow construction activities to continue with the placement of the topping slab to complete loading of the deck provided the following conditions are met: Page 2, November 6, 2008 Gateway Project 1) Shoring under P133 shall be provided to protect against catastrophic failure of the structure prior to allowing placement of the topping slab. This shoring shall be designed by a structural engineer licensed in the State of Washington The shoring shall be designed in such a way to allowing the beam to move under the increased dead loads created by the addition of the topping slab without affecting the load path on the beam. 2) A monitoring program shall be developed and approved to monitor the deflection in the beam as it is loaded as well as monitor the cracks in PB4 during loading by placement of the topping slab 3) The monitoring program shall be developed by experts in the field and shall be initiated prior to placement of the topping slab with ample time to develop a baseline to account for movements due to temperature. Once items 1-3 have been adequately addressed, the contractor may place the final,topping slab It shall be noted that placement of the final topping slab does not constitute an approval of the previous issues or the additional issues by PCS or Ingo which must be addressed prior to the approval of any proposed structural repairs to address the spalling/delamination or cracking. Any proposed structural repairs shall be submitted and approved prior to beginning any repair work. Please be reminded that the building shall not be occupied until all design questions have been answered and any required repairs have been designed, approved, and completed to the satisfaction of the City of PortAngeles Building Department. Please call J hav any questions on this matter Sincerely I udg Fc: JN 08091 01 1�1 ?L.5 REGt�� i � a �1r7fid' r' TABLE OF CONTENTS I I i DEC 7907 �. PORT ANGELES INTERNATIONAL GATEWAY ! BONDED BEAM CALCULATIONS ,_- ""--- SECTION TITLE/DESCRIPTION PAGE No. TABLE OF CONTENTS PT BEAM DATA V Beam Layout Info. 1 Beam&Tendon Summary 2 PT Friction/Loss Calcs 3 to 23 PT Beam Data 24 to 25 PT Beam Anchorage Reinforcing 26 to 27 No UCAITIIN ,T"Er MAKE CL RRECTKINS NOT68 p f " RMCTED REVISE AND RESUBMIT E� SUBMIT SPECIFIED ITEM 73 CHECKING IS ONLY FOR GCNERI. ;,fjrr.l>MANCE 'iTH THE DESIGN CONCEPT OF THE PROJEr, „t r, E"7EI+11. Co. PLIANCE WITH THE IHFOFIMATIDIJ GIVEN IN rn,- C, AC AIA a0r'04 SHOWN IS SL78JECT T�) iHF tHr ;:LA. -, t�Xl SPECIFICATION'S CONT' A" IOR ,_ PJNSIBLL FCR 0)"X y.-ON, wHICH 5HALL BE CONFI& _0 A:L CORhc ATc'D AT THE ibeiT$ FABRICATIGN PROCE,,SES AND IELH;41OLE5 OF CONSr:JUC'fON COOMNATION OF THIS Kr0!?x'Ni I T.iAT OF ALL OTHER TRADES AND '1KSATISFACTORY PERFORMANCE OF CONTRACTORS WORK. .1N 07007 wt "Off ENGINEERING INC PAGE > M e� Q 1 3� 23,159 ISTD, ONAL EXPIRES 12/26/20OJ5 Fac- 1V6 Eoi�cf CALC-ULATID4S netca `7Zg gavf k3eaAl _ r2� g 6-3!7" 32" ,��� . 2 az I(PV:t = 12©" 3ox f8 f 12oC7�f� .P 7,/ X85 per' A = as fl Spall 10( = - _gt5,3 =O.-Or j i ra Ids -' O 61;1 /-1 S�a� 2 -fay 1G 3�j` X659 = 0.0 675 Ybd �r (1 los ) r PB —111 !2 13 T144 D S ,.3 35.E Q-s- - Zg 28 '�// i uati, J 7.O.S (o s. +Qi 8 = to OM D= 4'6� 1-/4 ^- 33.OAX 12 = !oI .- : 11 � p s s' WA 4 4navti t f219 6$0 p,tr L. Cp Job No. asWby me C�ngineenng o 750977th DdweSE Snohomish.WA 98290 Webshe:www.tineenslnecrinG.Lom Cffdby , Fax(360)568-6696 PART 44,CLC 7�-*AAIN C—'1"� Office(360)568.6695 TWO5FAN AMS GIRDER FFECTIVE TENDON LMVOF NO.CF L%T9OF NO OF JAGKM �z 20% 0 100 10'�° ANCHOR FORCE NUIM MLWW ML151W MOND MOM (K) Mao MLr MLTI PUTI TYPE PS-344 666 1 I29 18 -- 1% 2° B° 10° i° EC6-19 PB-344 444 2 i 18 2 '� -- -- 52'1 -- 11/4° 43/40 6° P/a° EC6-IZ M-344 444 3 18 12 -- -- 521 11/40 43/40 60 P/4o Ea-U PB-546 611 1 18 151 191 -- 11/41 44o bo P/4° ECb-19 PB-546 440 2 121 -• -- 521 -- Z° 8° 10n 1° EC6-U PS-516 440 3 US 121 521 -- 20 $o �° I° EC6-11' 3-5At6A 691 I 129 I9 -- -- 835 -- 28 S° 10° *211 ECb-19 3-5A46A 333 395 -- 29 8° 10° 3/4° EC6-12 PB-148 684 1 129 IS •- 191 -- 2u So 10o No EC6-19 3-1A48A 456 1 'U US I1 -- -- 521 -- 20 60 10° 14° ECb-t? 3-1A16A 456 2 U9 11 -- -- 521 -- 2° S° 10° ley° ECb-12 PB-9410 684 1 X19 Is -- -- 191 -- 2H ON 10° i41 ECb-19 5-11, 12413 1238 14 4 101 36 -- 191 6b° 1lb0 0 4XECb-19 '8-11 4 t2 168 2 4 3 56 2Z -- -- 483 -- 3/40 AN Aso 0 2XEC-642 00,6 SEE BEAM ELEVATIONS N 3`INE Li�iC•I:I N'�'•�'-3�I•NCS 7509 77th Drive sS S HOBOM 18H•.STASHING TOR 98290 FREL ON G FR I CT I G1N / EXaar4C3A9rI C>14 PRC>C3RAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS PROJECT : ORT ANGLES - TRANS CENTER 12-04-2007 STRIP I.D TYP TWO SPAN BEAM DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002 MODULUS OF ELASTICITY - 28500 XSI Fu = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG 'BERM LOSSES = 10 07 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS = 25 INCH SYSTEM BONDED STRESSED FROM LEFT RAS AVERAGE INITIAL TENDON STRESS = 185 36 KSI OR = 68 % Fu .AVMRAGE FINAL TENDON .STRESS = 175 29 KSI = 38 0 FLIPS OR = 64 % Fu TOTAL TENDON ELONGATION = 9 74 INCHES .AVERAGE TENDON ELONGATION = 078 LNCHES PER FOOT SPAN, SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT ----- -------- 1 61 67 0 32623 - 0.6910 32 00 6 50 41 50 2 63- - 08 031897 _-06750 41 50 6 50 32 00 - TOTALS 124 75 0 64520 - 13660 PAGE 1 1 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D TYP TWO SPAN BEAM LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSi CONCRETE STRENGTH a STRESSING f'oi = 4 000 KSI CONCRETE STRENGTH (28 DAY) f'c = 5 000 KSI T-BEAM VOLUME TO SURFACE RATIO V/S = 6 14 INCHES TIME BETWEEN- MOIST CURE & STRESSING = 5 DAYS P/A IN •THIS STRIP F/A = 0 285 KSI RELATIVE HUMIDITY RH = 80 % FOR!-IDLAS USED (ESTIMATING PRESTRESS LOSSES, C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ec = 57 (1000 f't )112 ELASTIC SHORTENING ES = Koc (P/A) (E/Eci ) CREEP CR = Kcr (P/A) (E/Ec ) SHRINKAGE SH = 8 2 x 10-6 KahE(1 - 0 06(V./S)) (100 - RH) RELAXATION RE = (Kr o - its (ES + CR +. SH) Cr 4, TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS K•o = 0 5 FOR POST-TENSIONED MEMBERS Kor = 1 6 FOR POST-TENSIONED MEMBERS KAp = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kro = 5 0 KSI FOR 270 tGRADE LOW RELAXATION STRAND Jso = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cr• = 0 70 FOR LOW RELAXATION STRAND @ 69% Fu RESOLTS ELASTIC SHORTENING = 1 13 KSI CREEP = 3 .22 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 33 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 10 07 RSI PAGE 2 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D TYP TWO SPAN BEAM SPAN SPAN SPAN ADD'L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT 1 61 67 0 32623 - 06910 181 6 186 9 190-0 2 63 08 O 31897 - 06750 190 0 183 2 178 4 TOTAL 124 75 X - 52 895 FEET STRESS LOSS AT SEATING = 20 94 KSI PEAK STRESS = 192 0 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 61 67 O 25713 202 5 197 1 190 O 2 63 08 0 25147 190 O 183 2 178 4 - PAGE 3 P`IZNE EN<3 1mEL�t I N G 7509 7.7th Drive SE SNOHOMISH WASHINGTON 98290 FREI`,ONG 1�'R I CT I ON / ELiQ�i:GAT I CtN PROGRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-3/4 TWO SPAN DA'T'A CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002 MODULUS OF ELASTICITY = 28500 XSI F„ = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 XN-2 LONG TERM LOSSES 15 76 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS = 25 INCH SYSTEM BONDED STRESSED FROM LEFT RESULTS AVERAGE INITIAL TENDON STRESS = 186 18 ASI OR = 68 $ Fu AVERAGE FINAL TENDON STRESS = 170 42 KSI = 37 0 KIPS OR = 63 $ Fu TOTAL TENDON ELONGATION = 9 78 INCHES AVERAGE TENDON ELONGATION = 078 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT 1 61 67 0 28314 - 04739 24 00 6 50 41 50 2 63 08 0 31897 - 06750 41 50 6 50 32 00 TOTALS 124 75 0 60211 - 11489 PAGE 1 - l0 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-3/4 TWO SPAN LONG TERM LOSS CALCULATIONS ARTA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f 'ci = 4 000 KSI CONCRETE STRENGTH (28 DAY) f 'c = 5 000 KSI T-BEAM VOLUME TO SURFACE RATIO V/S = 6 14 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 664 KSI RELATIVE HUMIDITY RH = 80 % FORMULAS USED (ESTIMATING PRESTRESS LOSSES C I 6/79) MODULUS OF ELASTICITY OF CONCRETE E. = 57 (1000 f'� )1/2 ELASTIC -SHORTENING ES = Ke e (P/A) (E/E.1 ) CREEP CR = Kor (P/A) (E/E. ) SHRINKAGE SH = 8 2 X 10-6 KshE(1 - 0 06(V/S)) (100 - RH) RELAXATION RE = (Kr• - Jr. (ES + CR + SH) Cr. TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS K•o = 0 5 FOR POST-TENSIONED MEMBERS Kc r = 1 6 FOR POST-TENSIONED .MEMBERS Keh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kre = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND Jre = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cr• = 0 72 FOR LOW RELAXATION STRAND @ 69$ Fu RESULTS ELASTIC SHORTENING = 2 62 KSI CREEP = 7 .51 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 23 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 15 76 KSI - PAGE 2 - 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D. = PS-3/4 TWO SPAN SPAN SPAN SPAN ADD'L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT V 1 61 67 0 28314 - 04739 183 2 1873 190 8 2 63 08 0 31897 -_06750 190 8 184 0 179 2 TOTAL 124 75 X = 53 341 FEET STRESS LOSS AT SEATING = 19 27 KSI PEAK STRESS = 192 9 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT - 1 61 67 O 23575 2025 198 4 190 8 2 63 08 0.25147 190 8 184 0 179, 2 - PAGE 3 - F I N E ENC3.I I NF= 75.09 77th Drive SE SNOHOMISH WASHINGTON 98290 P'RELONG Ei`R ICT 3t ON / EI,C3NGAT S-C7N PROGRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS PROJECT PORT ANGLES - TRANS CENTER 12-04-2007 STRIP I D PB-5/6 TWO SPAN DATA CURVATURE COEFFICIENT D = 2 WOBBLE COEFFICIENT K = 0002 MODULUS OF ELASTICITY = 2&500 KSI Fu = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 iN "2 LONG TERM LOSSES = 15 65 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS - 25 INCH SYSTEM BONDED STRESSED FROM LEFT RR OLTS AVERAGE INITIAL TENDON STRESS = 184 75 KSI OR = 68 % Fu AVERAGE FINAL TENDON STRESS = 169.11 KSI = 36 7 KIPS OR = 62 % Fu TOTAL TENDON ELONGATION = 9 70 INCHES AVERAGE TENDON ELONGATION = 078 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT - 1 61 67 0 35.847 - 08516 3800- ` 6 50 41 50 2 63 08 0 31897 - 06750 41 50 6 50 32 00 TOTALS 124 75 0 67744 - 15266 PAGE 1 - 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-5/6 TWO SPAN LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f 'a; = 4 000 KSI CONCRETE STRENGTH (28 DAY) Ve = 5 000 KSI T-HEM VOLUME TO SURFACE RATIO V/S = 6 14 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 664 KSI RELATIVE- HUMIDITY RH = 80 % FORMULAS USED (ESTIMATING PRESTRESS. LOSSES, C I 6/79) MODULUS OF ELASTICITY OF CONCRETE E. = 57 (1000 f . )1/2 ELASTIC SHORTENING ES = Kes (P/A) (E/Ect ) CREEP CR = Kcr (P/A) (E/Eo ) SHRINKAGE SH = 8 2 x 10-6 KBhE(1 - 0 06(V/S) ) (100 - RH) RELAXATION RE = (Kr e - ire (ES + CR + SH) Cr e TOTAL LONG. TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS Ke a = 0 5 FOR POST-TENSIONED MEMBERS Kor = 1 6 FOR POST-TENSIONED .MEMBERS Koh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kr• = 5 O KS-1 FOR 270 GRADE LOW RELAXATION STRAND Jro = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cc = 0 69 FOR LOW RMLAXATION STRAND @ 68% Fu RESO S ELASTIC SHORTENING = 2 62 RSI CREEP = 7 51 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 12 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 15 65 KSI PAGE 2 - 10 PROJECT PORT ANGLES - TRANS CENTER 12-04-2007 STRIP I_D PB-5/6 TWO SPAN SPAN SPAN SPAN ADD L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT - - 1 61 67 0 35847 - 08516 180-3 1866 1894 2 63 08 0 31897 - 06750 189 4 182 6 177 8 TOTAL 124 75 X = 52 505 FEET STRESS LOSS AT SEATING = 22 19 KSI PEAK STRESS = 191 4 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBERLENGTH ALPHA LEFT CENTER RIGHT 1 61 67 0 27331 202 S 196 2 189 4 2 63 08 O 25147 189 4 182 6 177 8 - PAGE 3 - If Mr I 141E ENCS I NEER.I NG 7509 27th Drive SE SNOHOMISH WASHINGTON 98290 FRE L ON G L�`R I CT I ON / ELONGP�T=C3N PROGRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-3/4 ADDED TENDONS DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002 MODULUS OF ELASTICITY = 28500 KSI Fu = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM LOSSES = 15 75 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS = 25 INCH SYSTEM UNBONDED .STRESSED FROM LEFT RESULTS AVERAGE INITIAL TENDON STRESS = 186 09 RSI OR = 68 % Fu AVERAGE FINAL TENDON STRESS = 170 34 RSI = 37 0 KIPS OR = 63 % Fu TOTAL TENDON ELONGATION = 5 77 INCHES AVERAGE TENDON ELONGATION = 078 INCHES PER FOOT SPAN SPAN SPAN ADD"L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT ----- 1 61 67 0 35847 - 08516 3800 6 50 41 50 2 12 00 0 26351 0 00000 41 50 *CANT* 32 00 ------ ------- ------- TOTALS 73 67 0 62198 - 08516 PAGE 1 ►2 12-04-2007 PROJECT PORT .ANGLES - TRANS CENTER STRIP I D PB-3/4 ADDED TENDONS LONGS TERM LOSS CALCULATIONS pATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f 'ci = 4 000 KSI CONCRETE STRENGTH (28 DAY) f 'c = 5 000 KSI T-BEAM. VOLUME TO SURFACE RATIO VIS = 6 14 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 664 KSI RELATIVE HUMIDITY RH = 80 % FORMULAS -USED (ESTIMATING PRESTRESS LOSSES C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ec = 57 (1000 f'a )1/2 ELASTIC SHORTENING ES = Kee (P/A) (E/E. CREEP CR = Kar (P/A) (E/Ec ) SHRINKAGE SH = 8 2 x 10-6 KshE(1 - 0 06(V/5) ) (100 - RH) RELAXATION RE = (Kr o. - J,, (ES + CR + SH) Cr a TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS K•■ = 0 5 FOR POST-TENSIONED MEMBERS. Kar = 1 6 FOR POST-TENSIONED MEMBERS Koh = 0 81 FOR A 5 DAY DELAY BETWEEN, MOIST CURE AND STRESSING Kre = 5 0 KSI FOR 270 -GRADE LOW RELAXATION STRAND Jre = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cre = 0 72 FOR LOW RELAXATION STRAND @ 69% Fu RESULTS ELASTIC SHORTENING = 2 62 KSI CREEP = 7 .51 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 22 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 15 75 KSI PAGE 2 - 13 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-314 ADDED TENDONS SPAN SPAN SPAN ADD L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT - 1 61 67 0 35847 - 08516 180 3 185 6 189 4 2 12 00 0 26351 0 00000 189 4 184 2 179 2 TOTAL 73 67 X = 52 505 FEET STRESS LOSS AT SEATING = 22 19 KSI PEAK STRESS = 191 4 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 61 67 O 27331 202 5 196 2 189-4 2 12 00 0 26351 189 4 184 2 179 2 - PAGE 3 - t � LwX1%1IR: ENt3 I NEER I NQ 7509 77th Drive SE SNOHOMISH WASHINGTON 98290 F`RELG3NG Y'R I CT I ON / E LONGATION PRO GR23M POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS PROJECT PORT ANGLES - TRANS CENTER 12-04-2007 STRIP I D PH-5/6 ADDED TENDON Dm CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002 MODULUS OF ELASTICITY = 28500 KSI F„ = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRANDAREA = 0 217 IN "2 LONG TERM LOSSES = 15 86 RSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS = 25 INCH SYSTEM BONDED STRESSED FROM LEFT SULTS AVERAGE INITIAL TENDON STRESS = 187 54 KSI OR = 69 % Fu AVERAGE FINAL TENDON STRESS = 171 68 KSI 37 3 KIPS OR = 63 % Fu TOTAL TENDON ELONGATION = 5 82 INCHES AVERAGE TENDON ELONGATION = 079 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT 1 61 67 0 28314 - 04739 24-00 6 50 41 50 2 12 00 0 26351 0 00000 41 50 *CANT* 32 00 TOTALS 73 67 0 54664 - 04739 PAGE 1 - is 12-04-2007 PROJECT PORT ANGLES — TRANS CENTER STRIP I D PB-5/6 ADDED TENDON LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f'ci = 4 000 KSI CONCRETE STRENGTH (28 DAY) f'c = 5 000 KSI T-BEAM VOLUME TO SURFACE RATIO V/S = 6 14 INCHES TIME BETWEEN MOIST CURE 6 STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 664 KSI RELATIVE HUMIDITY RH = 80 % FORMULAS USED (ESTII+IATING PRESTRESS LOSSES, C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ea = 57 (1000 f'c )1/2 ELASTIC SHORTENING ES = Kee (P/A) (E/Eci ) CREEP CR = Kcr (P/A) (E/E. ) SHRINKAGE SH = 8 2 X 10-6 KohE(1 - 0 06(V/S)) (100 - RH) RELAXATION RE = (Kre - Jr, (ES + CR + SH) Cr• TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE PORMULA CONSTANTS Keo = 0 5 FOR POST-TENSIONED MEMBERS Kar = 1 6 FOR POST-TENSIONED MEMBERS Koh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kre = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND Jra = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cre = 0 74 FOR LOW RELAXATION STRAND @ 69% Fu RESULTS ELASTIC SHORTENING = 2 62 KSI CREEP = 7 51 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 34 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 15 86 ASI PAGE 2 - !6 ]2-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I.0 PB-5/6 ADDED TENDON SPAN SPAN SPAN ADD L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT 1 61 67 0 28314 - 04739 183 2 187 3 190 8 2 12 00 0 26351 0 00000 190 8 185 6 180 6 TOTAL 73 67 X = 53 341 FEET STRESS LOSS AT SEATING = 19 27 K51 PEAK STRESS = 192. 9 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 61 67 0 23575 202 5 198 4 190 8 2 12 00 0_26351 190 8 185 6 180 6 - PAGE 3 - 17 P' IN3M ENC3 =NEER =NC; 7509 77th Drive BE SNOHOMISH WASHINGTON 98290 FRELC)NG LsR I C;T IDN / ELONC3AT I ON F'ROGRA,M POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PE-11/1.2/13 ADDED TENDONS DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K 0002 MODULUS OF ELASTICITY = 28500 KSI Fu = 270 KSI INITIAL JACKING STRESS - 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM LOSSES = 16 74 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS - 25 INCH SYSTEM BONDED STRESSED FROM LEFT RESULTS AVERAGE INITIAL TENDON STRESS = 177 60 KSI OR = 65 % Fu AVERAGE FINAL TENDON STRESS = 160 86 KSI = 34 9 KIPS OR = 59 % Fu TOTAL TENDON ELONGATION = 3 89 INCHES AVERAGE 2ENDON ELONGATION - 075 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT 1 5 25 0 00000 0 00000 28 00 *CANT'* 28 00 2 36 75 0 50923 0 00000 28 00 6 50 41 50 3 10 00 0 77354 0 00000 41 50 *CANT* 18 00 TOTALS 52 00 1 28277 0 00000 - PAGE 1 - E $ 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-11/12/13 ADDED TENDONS LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f 'ci = 4 000 KSI CONCRETE STRENGTH (28 DAY) f ', = 5 000 RSI T-SEAM VOLUME TO SURFACE RATIO V/S = %11 26 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 850 KSI RELATIVE HUMIDITY RH = BO % FORMULAS USED (ESTIMATING PRESTRESS LOSSES C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ea = 57 (1000 f 'c )1/2 ELASTIC SHORTENING ES = Kes (P/A) (E/Eci } CREEP CR = Kot (P/A) (E/Ec ) STIR I NKAGE SH = 8 2 x 10-6 KahE(1 - 0 06(V/S) ) (100 - RH) RELAXATION RE = (Kra - Jr a (ES + CR + SH) Cr e TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS Kee = 0 5 FOR POST-TENSIONED MEMBERS Kot = 1 6 FOR POST-TENSIONED MEMBERS Koh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CORE AND STRESSING Kra = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND Jre = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cre = 0 57 FOR LOW RELAXATION STRAND @ 66% Fu RESULTS ELASTIC SHORTENING = 3 36 KSI CREEP = 9 62 KSI SHRINKAGE = 1 23 KSI RELAXATION = 2 54 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 16 74 ASI PAGE 2 - 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-11/12/13 ADDED TENDONS SPAN SPAN SPAN ADD L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT 1 5 25 0 00000 0 00000 172 R 173 Q 173 0 2 36 75 0 50923 0 00000 17'- 0 1R1 5 181 4 3 10 00 0 77354 O 00000 181 4 167 7 16-5 TOTAL 52 00 X = 32 736 FEET STRESS LOSS AT SEATING = 29 67 KSI PEAK STRESS = 187 7 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT ------ ------ ---- ------ 1 5 25 0 00000 202 5 202 4 202. 3 2 36 75 0 50923 202 3 193 9 181 4 3 10 00 0 77354 181 4 167 7 155 1 - PAGE 3 - 20 FINE ENG I NEER =mc; .7549 77th Drive SE SNOSONISH WASHINGTON. 98290 FREL.ONG F1� I CT I ON / EL Oi�7C3AT 2 ON PROGRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS PROJECT PORT =ANGLES - TRANS CENTER 12-04-2047 STRIP I D PB-11/12/13 DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002 MODULUS OF ELASTICITY - 28500 KSI Fu = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM LOSSES = 16 55 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS - 25 INCH SYSTEM BONDED TWO END STRESSING (LEFT SIDE STRESSED FIRST) RESULT'S AVERAGE INITIAL TENDON STRESS = 174 87 KSI OR = 64 % Fu AVERAGE FINAL TENDON STRESS = 158 33 KSI = 34 4 KIPS OR = 58 % Fu TOTAL TENDON ELONGATION = 7 66 INCHES AVERAGE TENDON ELONGATION = 074 INCHES PER FOOT SPAN SPAN SPAN ADD`L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT 1 5 25 0 00000 0-00004 28 00 *CANT* 28`00 2 36 75 0 50923 0 00000 28 00 6 50 41 50 3 33 67 0 68619 0 00000 41 50 6 50 41 50 4 24 42 0 76713 0 00000 41 50 6 50 28 50 5 3 92 0 00000 0 00000 28 50 *CANT* 28 50 TOTALS 104 00 1 96255 0 00000 PAGE 1 - 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-11/12/13 LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f 'oi = 4 000 KSI CONCRETE STRENGTH (28 DAY) f'c = 5 000 KSI T-BEAM VOLUME TO SURFACE RATIO V/S = %11 26 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 850 KSI RELATIVE HUMIDITY RH = 80 % FORMULAS USED (ESTIMATING PRESTRESS LOSSES C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ec = 57 (1000 f', )2/2 ELASTIC SHORTENING ES = Kea (P/A) (E/Eei ) CREEP CR = Kcr (P/A) (E/Ec ) SHRINKAGE SH = 8 2 x 10-6 KehE(1 - 0 06(V/S) ) (100 - RH) RELAXATION RE = (Kre — Jre (ES + CR + SH) Cre TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS Kee = 0 5 FOR POST-TENSIONED MEMBERS Kor = 1 6 FOR POST-TENSIONED MEMBERS Koh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kre = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND Jre = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cre = 0 53 FOR LOW RELAXATION STRAND @ 65% F, RESULTS ELASTIC SHORTENING = 3 36 KSI CREEP = 9 62 KSI SHRINKAGE = 1 23 KSI RELAXATION = 2 35 KSI ----------------------------------- TOTAL LONG TERM LOSSES = 16 55 KSI PAGE 2 - 22- PROJECT PORT ANGLES — TRANS .CENTER 12-04-2007 STRIP I D PB-11/12/13 SPAN SPAN SPAN ADD L STRESS AFIF,:� CND SEA—TNG NUMBER LENGTH ALPHAS ALPHAS LEFT :FNT=;� RIGHT 1 5 25 0_00000 0 00000 172 y8 172y9 173-0 2 36 75 O 50923 O 00000 173 0 181 S 181 4 3 33 67 0 68619 0 00000 181 4 168 a 172 7 4 24 42 O 76713 0 00000 172 7 172 1 159 9 5 3 92 O 00000 0 00000 1c;9 g 159 8 159 7 TOTAL 104 00 X LEFT = 32 736 FEET X RIGHT = 22 456 FEET XC = 64 55 FEET STRESS LOSS 0 SEATING LEFT = 29 67 KSI RIGHT = 42 77 KSI STRESS AT XC = 164 79 KSI PEAK STRESS = 187 7 KSI SPAM SPAN SPAN STRESS AFTER IST PULL & SEATING? NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 5 25 0 00000 172 8 172^'a 1-73 0 2 36 75 O 50923 1713 0 181 181 4 3 33 67 0 6861q 181 n 168 8 157 0 4 24 42 0 76713 157 142 6 1.,4 1• 5 3 92 O 00000 134 1 134 0 133 a — PAGE 3 23 12/4/2007 BURSTING 80 9.50 PM #Strands/ # Vert Horz CGS VERTICAL BARS HORRONTAL BARS Ast= 031 #Legs 4 Tendon Tendons Fu Psu da da 0 B x dsp Tauasr I Asr dsp Teuasr I AsT daum dauRsr Spacing Spacing PB 7/8 VeK Hari. Vert Harz, ISE 17 1 70 956.2 12.250 12 250 48 30 32 15 32 147.5 2.8° 30 141.4 2.77 16.00 15.00 6.9 6.7 1 DE 17 1 270 956.2 15.000 15.000 48 30 32 15 32 127.0 2.49 30 119,5 2.34 MOO 15,00 810 7.9 PB.5A/6A 1 SE 19 1 270 2068.7 12.250 12.250 48 30 35.5 15 25 136,3 2.67 30 158.1 3.10 12.50 15.00 S.8 6.0 1&2 SE 2fi 1 270 1574.9 26.000 12.250 4B 30 30.5 15 35 101.21' 1.99 30 233.0 4.57 17,50 15. 10.9 4,1 1,2 DE 1 28 1 X70 1574.9 14.625 21.000 48 30 32 15 32 213,81 4.191 30 118.1' 2.321 16.001 15.001 4.71 8.01 #5trands/ 0 Vert Hort CGS VERTICAL BARS HORIZONTAL BARS Ast= 0.2 #Legs 4 Tendon Tendons Fu Psu da da 0 6 y x dsp Tauasr I AsT dsp Tsuasr I AsT dsuasr chum iSpacin& 5 acin PB 7/8 Vert Hort. Vert I Harz. ISE 1 1 270 956,2 12.50 12.250 48 30 32 15 32 147.5 2.69 30 141.4 2.77 16.00 25.001 4,4 4.3 1 DE 17 1 270 956.2 15.000 15.000 48 30 32 15 32 127.0 2.49 30 119.5 2.34 16.00 15,00 5.1 5.1 PB-5A/6A I SE 19 1 270 IM.7 22-250 12.250 48 30 353 15 25 3.9 1&2 SE 28 1 270 1574.9 26.000 12.250 48 30 30.5 15 S 101.24 1.991 30 233.01 4.5 30 158.1 01 7 17.50 1 15.00 7.1 2.6) 1,2 DE I 28 1 270 1574.9 14.625 21.000 48 30 32 15 32 213.81 4.191 30 118.11 2 321 16,001 15.001 3.11 5.21 #Strands/ # Vert Harz CGS VERTICAL BARS HORIZONTAL BARS Ast= 0.31 1 #Legs 4 Tendon Tendons Fu Psu da da 0 B v x dsp TemT I AsT dsp Taum I AsT deuasr dauasr Spacing Spacing PB-3/4 Vert Harz. Vert Harz. 15E 18 1 '70 1012:4 12.250 12 250 48 30 38.00 15.00 20 98.1 1.92 30 149.8 2.94 10.00 15.00 6,4 6.3 1&2 SE 42 1 270 2362.3 24.000 18.000 48 30 29.7' 15.00 36,46 201.8 3.96 30 236.2 4.63 18.23 15,0 5,7 4.0 1,2&3SE -8 3 270 3037.3 24.000 24.000 48 30 32.00 15.00 32 189.8 3.72 30 151.9 2.95 16.00 15.00 5.3 6.2 012.4 10 000 48 30 32.00 15.00 32 30 16.00 5.8 9.4 2 DE , 12 1 270 1675.0 10.000 2$.00 48 30 32.0 15-00 32 116.0) 2.211 30 150.61 0.99 16.001 15.001 6.7 18.71 PB-5/6 1 SE 12 1 270 675.0 9 875 9.875 48 30 38.00 15.00 20 85.4 1.67 30 113.2 2.22 10. 15,0 7.4 8.4 1&2 SE 12 2 270 1349,9 9.875 24.00 48 30 29 77 15.00 36.46 246.1 4.82 30 67.5 1.32 18.23 15.0 4.7 14.1 1,2&3 SE is 3 270 3037.3 24 000 24.000 48 30 32.0 15.00 32 189.8 3.72 30 151.9 2.98 16.0 15.00 5.3 6.2 zv 12/4/2007 BURSTING BAR 9;50 PM #Strands/ # Vert Horz CGS VERTICAL BARS HORIZONTAL BARS Ast: 0 31 #Les 4 Tendon Tendons Fu Psu da da D B y x clip TBmT I AsT. dsp Teww AST "deuwdww Spacing SpacinPB-7A/8A Horz. Vert Horz. 1SE 12 1 270 675.0 9.875 9.875 48 30 32 8 32 116.7 2.29 16 64.6 1.27 8.D0 8.7 7.8 1&2 SE 12 2 270 1349.9 9.875 24.000 48 30 32 15 32 233.3 4.5E 30 67.5 1.32 15.00 4.3 14.1 48 30 32 9.5 32 6 1,20E ' 1 270 675.0 14.625 2 2 270 1349.9 14.625 21:00 48 30 32 15 32 x83.21 3.591 30 101.21 1.991 16.001 15.001 15.51 9.41 #Strands/ # Vert Hors CGS VERTICAL BARS HORIZONTAL BARS Ast= 031 #Legs 6 Tendon Tendons Fu Psu da da D B y x dsp TBuosT AsT dsp TauRsT AsT 4ww i dunw Spacing Spacing PB•ll13 Vert Horz. Vert Horz, ISE 18 1 170 1012.4 12.250 12.250 48 60 35.50 21.00 25 129.11 2.531 42 179.3 352 12.50 21.00 9.2 11.1 1&25E 29 1 ^70 1631.1 12.000 34.000 48 64 35.50 34.00 25 22&4446 60 176.7 3.46 12.50 30.00 5.2 16.1 1,2&3 SE 40 1 270 2249.9 12.250 17 750 48 6D 32.00 15.00 32 347.1 6.al 30 229.7 4.50 16.00 15.00 4.4 6.2 1,2,3&4SE 58 1 270 3262.3 12.250 24.000 48 60 32.00 15.00 32 503.4 9.87 30 163.1 3.20 16.00 15.00 3.0 8.7 ISEis 1 70 1012.4 12.250 12.25D 48 60 2&5D 21.00 39 173. 42 0.7 ILI 1&2 SE 1 15 2 70 2024.9 12.250 29,500 48 60 2850 30.00 39 347.21 6.811 60 257.31 5 051 19.501 30.001 15.31 11.11 2&3 DE 1 11 2 270 121 70 37 1 1 27 1 1 1.4 14.625 44.000 48 60 18.00 30.00 36 183.7 360 60 82.5 162 B 00 30,001 19 1 1 .334.5 #Strands/ # Vert Horz I CGS VERTICAL BARS HORIZONTAL BARS Ast a 0.31 #Les 4 Tendon Tendons Fu Psu da da D B 1 y x dsp TBumT I AsT dsp TBuasr I AsT deurm dsuw Spa Ong Spacing PB•1113 Vert Horz. Vert Horz. 1 SE 18 1 270 1012.4 12.250 12.250 48 60 3S.50 21.00 25 129.1 2.53 42 179.31 3.52 12.50 21.00 6.1 7.4 1&25E 29 1 270 1631.1 11.000 34.000 48 60 35.50 30.00 25 228.4 4.48 60 176.71 3.46 12.50 30.00 3.5 10.7 1,2&3 SE 40 1 270 2249.9 12.250 17 750 48 60 32.00 15.00 32 347.1 6.61 30 229.7 4.50 16.00 15.00 2.9 4.1 1,2,3&4SE 58 1 270 3262.3 12.250 24.000 48 60 32.00 15.00 32 503.4 9.87 30 163.1 3.20 16.001 15,001 2.0 5.8 50 12-250 48 60 28.50 21.00 173.6 47 19.50 7.11 1&2 SE 1 18 2 270 2024.9 12 8 1 270 1012.4 ?50 29.500 48 60 28.50 30 00 39 347. 1 6.811 60 257.31 5.051 1 ) 19. 50) 30 .00 3.6 7.4 27 2 DE3 1 11 2 27fl 1237.4 14 u25 44 000 48 60 18,1 270 618.7 14625 11.000 48 60 0 30.00 36 183.71 3.60 13-50 92,8 ) 60 82.51 1.621 18.001 30.00) 16.2) 23.01 2&3 OE N rrr,o-u,9tt ° ��+a'T-•.,"-..�w'o'w, Ht)W CM aVISCI N99 .. ; �-� N +,,.v+n,wM1-�u,rwr arrc'r„m+ aana l�•n u•'r••'µ „moz ,pa.,.wc '.m ora...Y ,uwa.,.a.. 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BEAM DETAIL P5-148WTIrm • o� PORT ANGELES `"` I E*OPORT INTERIATIONAL GATEWAY �N o. ct u ovPMAR AL ANGELES WA ,a.a.m wa wre l- w !�, �a� ■ !!�� ° ©- _ , ' s ;;■ƒ!�! !, |���. | _ ■„t � �i��■■■!!!§ It � � ■ ■ ■ : a „-,,,,�5 | 9 ( k & Alm- ' k@,.,,,.,.•�-.& \ §k A ` m 9 1> ■® | ^ | |■ - ! a \ § ;\ �q - � � 2ft- ~ | a - _ f . 244 |§ - - - � § U3| | - 5M DETAIL FTE-lA45A �� ,_ ■ _ | | ` ?Eal�aaEala�Y eZ WA l i iyl � 04 3 I 2615 iAy �� - �Y R S�9 34S 9 9 S 9 �d diS a R a It i" 3�ii � s nYa 4 oso a 11 � Iro Rh ny i !' 6 it w 1 5 i11011151mo55a ig" 5 1 I I w ® rnW� Ift •�'m ' n � j.g4 9 4 4 4 4 yp74�p �; ,�� F?44 8444 RR"'•4�u je 5h I � 6 9 F4 1 3W � tU3tT f77 CA �3am _ — a3 � L, eh - n wh J 8 ! � 54 i0 C W Na i BM. DETAIL PB 1112413 , PORT AN INTERdAAOwn TIONALGELES CsATEWAY - vn. ABRiC. PORT ANGELES WA loll Seattle 811 First Avenue,Suite 620 Scatt1c,WA 98104 tel:206.292.5070 Tacoma 1 950 Pacific Avenue,Sitite 1100 Tacoma,WA 98102 tel:253.3113'2797 mmw hcs-structural coin November 10 2008 Krei Architecture c/o Parametrix 2102 N Pearl Street, Suite.301 Tacoma, WA 98406 ATTN' Stan Cruse RE. Port Angeles International Gateway— Plaza.Deck Review Dear Stan. We have reviewed the solution to address the delamination area under P83 proposed by Bright Engineering and find it structurally acceptable We reviewed the drawings provided to us and spoke with Ade-Bright about the solution In our conversation we shared a recentexperience We had with shallow embed depths for epoxy anchors and recommended using 6-inch embedment where possible. Additional embedment lengths may help reduce potential cracking at this area that could be caused by future concrete shrinkage and thermal cycles. Thank you for the opportunity to be of service Please contact us if you have any questions. Very truly yours, PCS STRUCTURAL SOLUTIONS Paul J Brienen S E. Principal B1-1P ¢ pf PJBvmm 09-058 x 1d A" 9058 9058ltr 11-10-08.pjb t' STRUCTURAL CALCULATIONS PORT ANGELES INTERNATIONAL GATEWAY RESPONSE TO COPA COMMENTS PREPARED FOR: KREI ARCHITECTURE-A PARAMETRIX COMPANY BEI NO' 116.03R NOVEMBER 7 2008 <r, -- 1809 7"'Ave. Suiie 1100 1 Seolite,WA 98101 1 T 266.625.3777 1 F•206.625.1851 1 www.brighteng.com into@brighteng.com 6 PORT ANGELES INTERNATIONAL GATEWAY RESPONSE TO COPA COMMENTS CALCULATIONS INDEX I?ESCBIPTION PAGE NO, Item 1 C&D 1 Item 2 D&F 7-001 —7-004* Item 3 C 2 21 Item 5 FS-18 *Previously Submitted u"1�Q . �1• BRI J� OVAL G Y I -7 Rriekt Engineering Inc Consulting Structural and Civi[Engineering 1809 71h Avenue,Suite 1100 I Seal Ile,WA 98101 ( P-206.625.3777 I F•206.625.1851 1 in(WObrighleng.com Date: 9/ /09 By Josh Brown BEI No. 116.03R Sheet No. of Sheets Subject: Port Angeles International Gateway _ r-- 1 PL N. S c ads° qO BRIGHT ENGINEERING INC Consulting Structural Civil Engineering PROJE (5�kj4,LROJEcT No. Sheet No. SUBJECT 6rDATE By '7 1"0 m A T m ADAPT-STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-PT Verslon 6 18 Dale:1117/2008 Time:10:16.45 AM File:PB3 and PB4 10-07 1 PROJECT TITLE Port Angeles Intemational Gateway Plaza 1 1 DESIGN STRIP Beam Srtng along B 2 MEMBER ELEVATION j��) [/�) 01 Ift) 1d 61.59 `�� 64.00 l 3 TOP REBAR 3.1 User selected 3.2 User selected j 3.3 ADAPT selected 3.4 ADAPT selected .2 Dawm LION PROFILE - -- ne i 4.3 CGS Distance(In) 16.00 42.50 6.50.6.50 -41.50 16.13 4.4 Strands 18 4.5 Force 11286,45 idp3l [597.952 kips[ 5 BOTTOM REBAR 5.1 User selected 52 User selected 5.3 ADAPT selected z 1#9x15.0• 5.4 ADAPT selected tai WX211 6- 6 REQUIRED& PROVIDED BARS 6.1 Top Bars max 0,00 0 [it 0. - I required provided 1• j 1. I 6.2 Bottom Barsmax 0.00 1.43 7 SHEAR STIRRUPS 7 1 ADAPT selected. ! Bar Size#5 Legs:2 �=Ij Spacing[n] -- 7.2 User-selected Bar Size# Legs: 7.3 Required area 0.4 [in'!ft] 0.1 0.2 fIF-Fll- .54 8 LEGEND -4 Stressing End f Dead End I 9 DESIGN PARAMETERS 9.1 Code:ACI t' = 5 ksl fy- 60 ksi(longitudinal) fy= 60 ksl(shear) fp,= 270 ksi 9.2 Rebar Cover Top= 2 In Bottom= 2 in Rebar Table:ASTM US Customary bars (Non-redistributed Moments) ' 9.3 Stressing:[q= 7 fp. 9.4 Strand Area= .217 int 10 DESIGNER'S NOTES ------------------------------ -------- -------------------------------------- ADAPT CORPORATION f STRUCTURAL CONCRETE SOFTWARE SYSTEM f 1733 Woodside Road, Suite 220 Redwood City California 94061 ----------- ------------------------------------------------------------------ ADAPT-PT FOR POST-TENSIONED BEAM/SLAB DESIGN Version 6 1B AMERICAN (ACI-318-99/USC-1997) ADAPT CORPORATION - Structural Concrete Software System ] 1733 Woodside Road Suite 220, Redwood City California 94061 Phone (650)306-2400 Fax (650)364-4678 Email Support@AdaptSoft com Web site http //www AdaptSoft com ] ------------------------------------------------------------------------------ DATE AND TIME OF PROGRAM EXECUTION Nov 7 2008 At Time 10 9 PROJECT FILE PB3 and PB4 10-07 P R O J E C T T I T L E Port Angeles International Gateway - Plaza Beam Sring along B 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE STRENGTH at 28 days, for BEAMS/SLABS 5000 00 psi MODULUS OF ELASTICITY for BEAMS/SLABS 3600 00 ksi CREEP factor for deflections for BEAMS/SLABS 2 00 CONCRETE WEIGHT NORMAL TENSION STRESS limits (multiple of (f'c)1/2) At Top 6 000 At Bottom 6 000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations 450 REINFORCEMENT YIELD Strength 60 00 ksi Minimum Cover at TOP 2 00 in Minimum Cover at BOTTOM 2 00 in POST-TENSIONING SYSTEM BONDED Ultimate strength of strand 270 00 ksi Average effective stress in strand (final) 156 60 ksi Strand area 217 in'2 Min CGS of tendon from TOP 6 50 in Min CGS of tendon from BOTTOM for INTERIOR spans 6 50 in Min CGS of tendon from BOTTOM for EXTERIOR spans 6 50 in J Page 2 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI -- ------------------------------------------------------- ------------------- Min average precompression 125 00 psi Max spacing between strands (factor of slab depth) 8 00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED Structural system BEAM Moment of Inertia over support is NOT INCREASED Moments REDUCED to face of support YES Effective flange width consideration YES Effective flange width implementation method ACI-318 2 - I N P U T G E O M E T R Y 2 1 1 PRINCIPAL SPAN DATA OF UNIFORM SPANS -----------------------------------------------------------------------•-------- S FI I TOP BOTTOM/MIDDLE P O FLANGE FLANGE REF MULTIPLIER A R LENGTH WIDTH DEPTH width thick width thick HEIGHT left right N M ft , in in in in in in I in -1-----3----4- ---- 5-------6-------7------8------9------10----11-----12----13- 1 2 61 58 30 00 48 00 152 00 7 50 00 50 50 2 2 64 00 30 00 48 00 152 00 7 50 00 50 50 ------------------------------------------------------------------------------ LEGEND 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle li - Top surface to reference line 2 1 3 EFFECTIVE WIDTH DATA OF UNIFORM SPANS ---------------------------------------------------------- SPAN EFFECTIVE WIDTH in ----------1-------------------------2--------------------- 1 150 00 2 150 00 Page 3 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI - ------------------------------------------------------------------------- -- 2 2 - S U P P O R T W I D T H A N D C 0 L U M N D A T A SUPPORT <------- LOWER COLUMN ------> <------ UPPER COLUMN ------> WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in --1-------2-- ------3-------4-------5-----6---------7-.------8-------9----10--- 1 24 00 00 00 00 (1) 00 00 00 (1) 2 24 00 00 00 00 (1) 00 00 00 (1) 3 24 00 00 00 00 (1) '00 00 00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends (-STANDARD) = 1 Hinged at near end fixed at fax end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end roller with rotational fixity at far end = 4 3 - I N P U T A P P L I E D L 0 A D I N G <---CLASS---> <--------------TYPE------- ------------> D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD Intensity ( From To ) ( M or C At) Total on Trib SPAN CLASS TYPE k/ft'2 ( ft ft ) (k-ft or k ft) k/ft -1-----2------3--------4----------5--------6---------7-------8---------9------ 1 L C 1 70 48 00 1 L Li 00 61 58 1 870 1 D C 3 20 48 00 1 D Li 00 22 00 6 940 1 D Li 00 61 58 4 070 1 D Li 42 00 61 58 1 790 1 D Li 55 00 61 58 900 2 L Li 00 64 00 1 870 2 D Li 22 00 38 00 900 2 D Li 00 64 00 4 070 NOTE LIVE LOADING is SKIPPED with a skip factor of 1 00 w r Page 4 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI -- -------- -------------------------------------------- --------------------- 3 1 - LOADING AS APPEARS IN USER-S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft"2) ( CON or PART ) { M O M E N T } SPAN CLASS TYPE LINE(k/ft) ( k@ft or ft-ft } { k-ft @ ft } -1-----2------3---------4------------5-------6-------- --7-------8------------ 1 L C 1 70 48 00 1 L L 1 870 00 61 58 1 D C 3 20 48 00 1 D L 6 940 00 22 00 1 D L 4 070 00 61 58 1 D L 1 790 42 00 61 58 1 D L 900 55 00 61 58 2 L L 1 870 00 64 00 2 D L 900 22 00 38 00 2 D L 4 070 00 64 00 NOTE LIVE LOADING is SKIPPED with a skip factor of 1 00 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4 1 For Uniform Spans and Cantilevers only <------ Tributary Width ------> <------ Effective Width ------ SPAN AREA Yb Yt I Yb Yt in"2 in in in"4 in in --1-------------2-----------3--- -- --4-------------5-----------6---------7-- 1 2355 00 31 87 16 13 5078E+06 31 79 16 21 2 2355 00 31 87 16 13 5078E+06 31 79 16 21 Note --- = Span/Cantilever is Nonuniform see block 4 2 w Y Page 5 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACT ---------------------------------------- --------------------------------------- 5 - D E A D L 0 A D M O M E N T S S H E A R S & R E A C T I O N S < 5 1 S P A N M O M E N T S (k-ft) > < 5 2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) _-1---------2--------------3---------------4--------------5-----------6------- 1 04 1661 07 -2621 90 -214 74 232 74 2 -2621 88 972 69 - 01 -178 86 96 02 Note * = Centerline moments JOINT < 5 3 REACTIONS (k) > <- 5 4 COLUMN MOMENTS (k-ft) -> --1---------------2-----------------Lower columns----Upper columns----- 1 214 74 00 00 2 411 60 00 00 3 96 02 00 00 6 - L I V E L 0 A D M O M E N T S S H E A R S & R E A C T I O N S <-- 6 1 L I V E L 0 A D SPAN MOMENTS (k-ft) and SHEAR FORCES (k) --> <----- left* -----> <--- midspan ---> <---- right* -----> < -SHEAR FORCE--> SPAN max min max min max min left right -1-------2---------3--------4--------5---------6---------7--------8--------9-- 1 00 01 676 83 -243 82 -929 88 -442 24 -50 77 74 00 2 -929 88 -442 23 713 62 -221 12 00 00 -74 37 52 22 Note * = Centerline moments <- 6 2 REACTIONS (k) -> <---- --- 6 3 COLUMN MOMENTS (k-ft) --------> <--- LOWER COLUMN ---> <--- UPPER COLUMN ---> JOINT max min max min max min --1-----------2----------3-- ------- -4----------5------------6----------7---- 1 50 77 -7 92 00 00 00 00 2 148 37 72 99 00 00 00 00 3 52 22 -6 91 00 00 00 00 Note Block 6 1 through 6 3 values are maxima of all skipped loading cases Page 6 (PB3 and PB4 10-07) ADAPT PT V- 6 18 ACI -------- ---- --------------------------------------------------------------- 7 - M O M E N T S REDUCED TO FACE-OF-SUPPORT 7 1 R E D U C E D DEAD LOAD MOMENTS (k-ft) SPAN <- left* -> <- midspan -> <- right* -> --1--------- -----2---- - - -- 3-------------4------------------------------- 1 209 25 1660 83 -2392 50 2 -2445 00 972 50 94 00 Note * = face-of-support 7 2 R E D U C E D LIVE LOAD MOMENTS (k-ft) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1 -7 92 49 84 676 83 -243 63 -856 67 -377 08 2 -856 67 -421 08 713 58 -221 08 -6 91 51 28 Note * = face-of-support 8 - SUM OF DEAD AND LIVE MOMENTS (k-ft) Maxima of dead load and live load span moments combined - for serviceability checks { 1 OODL + 1 DOLL ) <----- left* ------> <---- midspan ----> <----- right* -----> SPAN max min max min max min -1----------2----------3-----------4----------5-----------6 ---------7----- 1 201 33 259 09 2337 67 1417 00 -3249 17 -2769 58 2 -3301 67 -2866 08 1686 08 751 42 67 09 145 28 Note * = face-of-support 9 - SELECTED POST-TENSIONING FORCES AND TENDON PROFILES i• Page 7 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACT ------------------------------------------------------------------------------ 9 1 PROFILE TYPES AND PARAMETERS LEGEND For Span 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever 1 = simple parabola 2 = partial. parabola 3 = harped tendon 9 2 T E N D O N P R O F I L E TYPE X1/L X2/L X3/L A/L ----------1--------2----------3----------4----------5--- -- 1 1 100 500 100 000 2 1 100 500 100 000 9 3 - SELECTED POST-TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected TENDON SELECTION <-------- SELECTED VALUES --------> <--- CALCULATED VALUES ---> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal Wbal SPAN (k/•-) Left Center Right (psi) (k/-) (WDL) --1----------2---------3--------4--------5-----------6----------7--------B-- 1 1286 450 16 00 -41 50 -6 50 546 26 6 841 94 2 597 952 -6 50 -41 50 -16 13 253 91 2 938 68 Approximate weight of strand 2849 8 LB 9 35 - TENDON SELECTION DATA TYPE SEL FORCE <--------------- -- TENDON EXTENTS -----------------------> (k ) <1> <2> --1----2-----3-- �- -- I ----- ----- ----- --- ----- ----- , ----- -_--- -----� A 18 31 84 B 24 31 16 <=====I 9 5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) Page 8 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI ---------------------------------------------------------- ------------------- <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT --1----------2-----------3----------4---------------5---------6---------7---- 1 00 813 18 754 45 294 38 294 38 294 38 2 770 92 698 28 00 294 38 294 38 294 38 Note * = face-of-support 9 6 S E R V I C E S T R E S S E S (psi) (tension shown positive) L E F T * R I G H T * TDP BOTTOM TOP BOTTOM max-T max=C max-T max-C max-T max-C max-T max-C -1------2--------3--------4--------5----------6--------7--------8--------9-- 1 ----- -644 69 ----- -370 89 ----- -368 98 -- - -1289 88 2 ----- -335 06 ----- -1322 52 ----- -299 71 ----- -i62 76 Note * = face-of-support C E N T E R TOP BOTTOM max-T max-C max-T max-C -1- ----------------------2--------3--------4----- --5-------------------- - 1 ---- -645 94 ----- -1042 40 2 ----- -661 50 545 28 -156 87 9 7 POST-TENSIONING B A L A N C E D M O M E N T S SHEARS & REACTIONS <-- S P A N M 0 M E N T S (k-ft) --> <-- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) --1---------2--------------3--------------4---------------5----------6------ 1 20 55 -2077 50 2275 00 -20 84 -20 84 2 2284 17 -622 42 13 99 20 05 20 05 Note * face-of-support <--REACTIONS (k ) --> <-- COLUMN MOMENTS (k-ft) --> -joint------------2-----------------Lower columns-----Upper columns----- 1 20 840 000 000 2 -40 890 000 000 3 20 050 000 000 4 � Page 9 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI ------------- --------------------------- ------------------------------------ 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1 40D + 1 70L + 1 00 secondary moment effects) 10 1 FACTORED DESIGN MOMENTS (k-ft) <----- left* ------> <----- midspan ----> <----- right* -----> SPAN max min max min max min -1------- --2----------3-----------4----------5-----------6-----------7----- 1 284 33 379 23 4117 75 2552 65 -3556 91 -2741 39 2 -3625 69 -2832 56 3216 52 1627 46 133 60 229 04 Note * = face-of-support 10 2 SECONDARY MOMENTS (k-ft) SPAN <-- left* --> <- midspan -> <-- right* --> -1-----------2-----------------3--------------;-4------ - 1 20 84 641 58 1262 50 2 1263 33 641 58 20 05 Note * = face-of-support 10 3 FACTORED REACTIONS 10 4 FACTORED COLUMN MOMENTS (k-ft) (k) <-- LOWER column --> <-- UPPER column --> JOINT max min max min max min -1----------2----------3-----------4----------5-----------6----------7----- 1 407 73 307 96 00 00 00 00 2 787 63 659 43 00 00 00 00 3 243 25 142 73 00 00 00 00 11 - M I L D S T E E L SPECIFIC CRITERIA for ONE-WAY or BEAM SYSTEM - Dead + 25* of unreduced Live load capacity requirement r 1 Page 10 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI --------------------------- -------------------------------------------------- Ratio of reduced to total Live loading 1 00 - Minimum steel 0 004A - Moment capacity > factored (design) moment Support cut-off length for minimum steel(length/span) 17 Span cut-off length for minimum steel(length/span) 33 Top bar extension beyond where required 12 00 in Bottom bar extension beyond where required 12 00 in REINFORCEMENT based on NO REDISTRIBUTION of factored moments -------- ---- -------------------------- ------------------------------------- 11 1 TOTAL WEIGHT OF REBAR = 190 4 lb AVERAGE = 1 psf TOTAL, AREA COVERED = 1569 75 f t'2 11 2 1 S T E E L A T M I D - S P A N T 0 P B 0 T T 0 M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA SPAN (in^2) <---ULT-----MIN--D+ 25L-> (in 2) <---ULT-----MIN--D+ 25L-> --1------2---------3-------4-------5-----------6---------7-------8-------9-- 1 00 ( 00 00 00) 00 ( 00 00 00) 2 00 ( 00 00 00) 1 43 ( 1 43 00 00) 11 3 1 S T E E L A T S U P P O R T S T 0 P B O T T O M As DIFFERENT REBAR CRITERIA As DIFFERENT REBAR CRITERIA JOINT (in''2) <---ULT-----MIN--D+ 25L--> (in'2) <---ULT-----MIN--D+ 25L-> --1------2---------3-------4-------5---------- 6---------7-------8-------9---- 1 00 { 00 00 00) 00 ( 00 00 00) 2 00 ( 00 00 00) 00 ( 00 00 00) 3 00 ( 00 00 00) 00 ( 00 00 00) 11 2 2 & 11 3 2 SELECTION OF REBAR ------------------------------------------------------ SPAN ID LOCATION NUM BAR LENGTH (ft] AREA [i n'2) --1----2-----3------4----5-------6-------- 7---------- 2 1 B 1 # 9 x 2116" 1 00 2 2 B 1 # 9 x 15 0" 1 00 ---------------------------------------- ------- ----- Notes Bar location - T = Top B = Bottom NUM - Number of bars Refer to tables 11 5 1 11 5 2 and PTsum graphical display for positioning of bars Page 11 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI ------------------------------------------------------------------------------- 11 5 1 STEEL DISPOSITION - TOP BARS ------- ----------- TOP STEEL ----------- SPAN ID LOCATION I NUM BAR LENGTH [ft] --1---- --2------3----- 1 ---4----5------6------- 11 5 2 STEEL DISPOSITION - BOTTOM BARS -- ---- -------- BOTTOM STEEL ------------- SPAN ID LOCATION f NUM BAR LENGTH Eft] f --1-- - --2------3----- 4----5------6------- I 2 1 CENTER 1­1 # 9 x 21 2-- 2 2 CENTER 1 1 # 9 x 14 101- ---- --------------- I-----------------------� 12 - S H E A R D E S I G N FOR BEAMS AND ONE-WAY SLAB SYSTEMS LEGEND Concrete = NORMAL weight (full shear allowed for) d = value of d used in shear equations #6O = spacings of two-legged #6 stirrups (fy= 60000 psi) ***** means no stirrups are required Mu Vu = factored moments and shears (secondary moment effects included) CASES Vc = 1 ACI shear equations govern 2 min permissible value of 2 (fc) ^1/2 governs 3 max permissible value of 5(fc) "1/2 governs Av = 1 no reinforcement required 2 min reinforcement required for beams only 3 stirrup required by analysis Note for LEFT CANTILEVER (if any) X/L= 0 00 is at tip of cantilever and X/L= 1 00 is at first support SPAN = 1 LENGTH = 61 58 ft (Net span from 1 00 to 60 58 ft ) X d Vu Mu RATIO Av # 5® CASES X/L ft in k k-ft Vu/Vc in"2/ft in Vc Av REMARKS v Page 12 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI ----------- ------------------------------------------------------------------ --1---- 2----- -3 -- ---4----------5-------6------7------6-----9-10------11---- 00 00 38 40 -407 78 07 05 3 08 38 40 -350 54 1167 50 1 04 16 24 0 (1 3) 10 6 16 38 40 -293 29 2158 60 1 43 54 13 8 (1 3) 15 9 24 38 40 -236 04 2973 58 1 49 47 15 7 (1 3) 20 12 32 38 40 -178 79 3612 12 1 29 25 24 0 (2 3) 25 15 40 38 40 -121 54 4074 51 88 17 24 0 (2 2) BEAMS ONLY 30 18 47 38 40 -64 29 4360 61 46 00 ***** (2 1) 35 21 55 3B 63 24 21 4470 40 17 00 ***** (2 1) 40 24 63 40 22 46 10 4437 63 32 00 ***** (2 1) 45 27 71 41 18 65 42 4319 72 44 00 ***** (2 1) 50 30 79 41 50 92 76 4117 75 62 16 24 0 (2 2) BEAMS ONLY 55 33 87 41 06 120 09 3831 48 81 16 24 0 (2 2) BEAMS ONLY 60 36 95 39 75 147 42 3461 16 1 03 16 24 0 (2 3) 65 40 03 38 40 174 75 3006 57 1 05 17 24 0 (1 3) 70 43 11 38 40 204 85 2466 35 1 00 17 24 0 (1 2) BEAMS ONLY 75 46 19 38 40 239 91 1823 08 68 17 24 0 (1 2) BEAMS ONLY 80 49 26 38 40 282 32 1062 65 82 17 24 0 (3 2) BEAMS ONLY B5 52 34 38 40 317 37 160 B1 92 17 24 0 (3 2) BEAMS ONLY 90 55 42 38 40 352 95 -1554 99 1 02 17 24 0 (3 3) 95 58 50 39 75 391 88 -2701 73 1 09 20 24 0 (3 3) 1 00 61 58 41 50 430 80 -3968 26 SPAN - 2 LENGTH = 64 00 ft (Net span from 1 00 to 63 00 ft ) X d Vu Mu RATIO AV # 50 CASES X/L ft in k k-ft Vu/Vc in"2/ft in Vc AV REMARKS --1-----2-------3-------4----------5-------6------7------8-----g-10------11---- 00 00 41 50 -356 78- -3968 26 05 3 20 39 75 -328 37 -2872 06 1 05 16 24 0 (1 3) 10 6 40 38 40 -299 97 -1866 70 87 17 24 0 (3 2) BEAMS ONLY 15 9 60 38 40 -271 55 -1077 69 78 17 24 0 (3 2) BEAMS ONLY 20 12 80 36 40 -243 15 472 80 70 17 24 0 (3 2) BEAMS ONLY 25 16 00 38 40 -214 75 1167 81 62 08 24 0 (3 2) BEAMS ONLY 30 19 20 38 40 -186 33 1771 95 75 08 24 0 (1 2) BEAMS ONLY 35 22 40 36 40 -151 43 2285 09 83 08 24 0 (1 2) BEAMS ONLY 40 25 60 39 75 -124 99 2699 36 82 08 24 0 (1 2) BEAMS ONLY 45 2.8 80 41 06 -92 55 3009 84 62 07 24 0 (2 2) BEAMS ONLY 50 32 00 41 50 -60 11 3216 52 40 00 ***** (2 1) 55 35 20 41 18 -27 68 3319 35 19 00 ***** (2 1) 60 38 40 40 23 16 01 3318 52 11 00 ***** (2 1) 65 41 60 38 65 44 41 3221 84 32 00 ***** (2 1) 70 44 80 38 40 72 82 3034 38 53 08 24 0 (2 2) BEAMS ONLY 75 48 00 38 40 101 23 2755 85 73 07 24 0 (2 2) BEAMS ONLY 80 51 20 38 40 129 63 2386 47 94 07 24 0 (2 2) BEAMS ONLY 85 54 40 38 40 158 04 1926 20 97 07 24 0 (1 2) BEAMS ONLY 90 57 60 38 40 186 45 1375 03 91 07 24 0 (1 2) BEAMS ONLY Page 13 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI ----------------------------------------------------- ---------- - --------- 95 60 80 38 40 214 85 732 96 65 07 24 0 (1 2) BEAMS ONLY 1 00 64 00 38 40 243 26 - 02 r 1 -7 Page 14 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI -- ---------------------------------------------------- --------------------- 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete s modulus of elasticity Ec = 3600 00 ksi Creep factor K = 2 00 (effective/Igross (due to cracking) K = 86 where stresses exceed 6(fc ) ^1/2 cracking of section is allowed for values in parentheses are (span/max deflection) ratios < DEFLECTION ,ARE ALL IN inches DOWNWARD POSITIVE > SPAN DL DL+PT DL+PT+CREEP LL DL+PT+LL+CREEP -1----- --2--------3-----------4----------------5---------------6------ 1 67 - 09 - 27( 2727) 15( 4808) - 12( 6304) 2 35 18 53 ( 1438) 19( 4009) 73 ( 1058) u Page 15 (PB3 and PB4 10-07) ADAPT PT V- 6 18 ACI --------- -------------------------------------------------------------------- 16 - FRICTION, ELONGATION AND LONG TERM STRESS LOSSES 16 6 LONG TERM STRESS LOSS CALCULATIONS 16 6 1 INPUT PARAMETERS Type of strand STRESS RELIEVED Modulus of elasticity of strand 29000 00 ksi Average weight of concrete NORMAL Estimate age of concrete at stressing 28 days Modulus of elasticity of concrete at stressing 3600 00 ksi Modulus of elasticity of concrete at 28 days 3600 00 ksi Estimate of average relative humidity BO 00 % Volume to surface ratio of member 4 00 in 16 6 2 CALCULATED LONG-TERM STRESS LOSS(average of all tendons) <----- STRESS (ksi) -------> SPAN start center right -1----------2-----------3-----------4---- 1 20 04 28 89 22 42 2 22 42 17 46 15 37 16 7 FRICTION AND ELONGATION CALCULATIONS 16 7 1 INPUT PARAMETERS Coefficient of angular friction (meu) 070 /rad Coefficient of wobble friction (K) 0014 /ft Ultimate strength of strand 270 0 ksi Ratio of jacking stress to strand's ultimate strength 700 Anchor set 250 in Cross-sectional area of strand 217 in"2 16 7 2 CALCULATED STRESSES(average of all tendons) LENGTH <TENDON HEIGHT(in )> Horizontal ratios <-- STRESS (ksi) --> SPAN ft P start center right Xl/L X2/L X3/L start center right -1-----2-----3 -----4------5-------6------7-----B-----9------10-----11------12-- 1 61 58 1 -16 00 -41 50 -6 50 10 50 10 138 90 141 15 144 28 2 64 00 1 -6 50 -41 50 -16 13 10 50 10 144 28 153 09 143 91 -- --------------------------------------------------------------------------- Note P= tendon profile (refer to legend of data block 9) Stresses at each location are the average of strands after anchor set and after long-term losses Page 16 (PB3 and PB4 10-07) ADAPT-PT V- 6 18 ACI --------------- ----------- ------------------ - ----------- ----------------- 16 8 TENDON SELECTION AND DATA <------ TENDON EXTENTS ------> ELONGATION Stress ratios TYPE OFF FORCE CAN<------ S P A N S ----->CAN LEFT RIGHT Anch Max <1><2> (in) (in) -.1----2----3---------------------4-------------------5------6-------7-----8--- A 18 31 84 <======> 8 40 34 62 64 B 24 31 16 <===I 4 28 00 62 64 Note Force is the average value per strand (k) Stress ratios are at anchorage (7) and maximum along tendon (8) Post-Tensioning Diagrams Y File: PH3 and PH4 10-07 ® X Post-Tensioning Required Post-Tensioning Provided 1250 - Project Name _2- 10Q0 PB3 rn 'c 750 a - .N C F- 500 Nov 7 2008 sn O 0- 250 10 22. AM 0 -- - - - Span 1 Span 2 ADAPT-PT 6 18 Moment Diagrams File. PB3 and PB4 I0-07 Dead Load Live Load Min Live Load Max Post-Tensioning Service Min Service Max Stren_gth Min Stren th Max i Project Name ' I -2500 ! _ PB3 C - 0 Nov 7 2008 ( � 2500 ' 10 28. AM _t._ _I i 1 1--L ..1.. _.1--t Span 1 Span 2 Service Combination. 1 *DL+1 *LL+1 *PT Strength Combination 1 4*DL+1 7*LL+1 *PH t ADAPT-PT i l e J CONCRETE SHALL BE T'c-4WD PM ABDWUAI MIH 3/B'AGGREGATE IY VnMI Gri OF FORM ACCEPTABLE 2 GROUr SNAIL BE MASTBUZOW SOD Or MASTER BUILDERS OR AT 8"WALL g MAX APPRMED EQUAL AT 8' I 3 REMOVE UNSOUND AND t0o6E Cp+(AETE AROUND AND BELOW 71AE BEAK 4. 1HORWfYp.Y CLEAN CONCRETE SURFACE AND APPLY BONWNG AGANT. `J e • • • • • • • M XI S DRILL AND EPDXY DONEES AND WSTALL REMFOROEMENT. p J EPDXY DOMEL 4'-D' 1 EMBED B'(4'MW A MHERE Nor POSMA) A A/- /�•YAX A/- PLAN SCALE 3/4•-1'-0' 1 6 PBJ m Y y-o• I I PLAZA EL 21•-7- 1 A4 4 �4 4 i e c { a 0 4 1 14' Yf DRYPACK WIH 4S GROUT UNDER AB • • • • AND BEAM 1 1 PB3 I I 012*-4'DDVAM OARED • • 4'YATCH EVERY ODER VERT BAR I L GRADE SAB ' •1 4 j EL 70-d p J DGMEL 1 T1P � m ELEVATION SECTION �p SCAM 3/4'-T'-D• 1-O• w =14 ' aDamuN6.INC •¢r un / cs••A••srr•..AIl1w W�w•r PORT ANGELES INTERNATIONALfan �s+4 awwk AX rro, GATEWAY TRANSPORTATION CENTER ' ~� REPAIR AT P83 n-'-m 14 ?I Seattle 41l.ii-ilst Avenue,.Suke 620--Seattle,WA 98 10� id:206;292:5076 Tacbms 9501ticific.Avchttc,Stiitd1,100 TiconiajVA98402 tel:253.3I3.3.2797 vo.vvv.pGs-blructura(coln November 10, 2008 Krei.Architecture. c/o Parametrix 2102 N Pearl Street, Suite.301 Tacoma, WA 98406 ATTN Stan Cruse RE. Port Angeles International Gateway— Plaza Deck Review bear Stan. We have reviewed the solution to address the delamination area under PB3 proposed by Bright Engineering and find it•structurally acceptable. We reviewed the drawings provided to us and sp6 ke with Ade Bright about the solution. In our conversation we shared,a recent experience we had With shallow embed depths.f6r epoxy anchors and:recommended using 6-inch embedment where possible Additional embedment lengths may help reduce potential cracking p at this area that-could be caused by futureconcrete shrink i shrinkage thermal cycles. Thank,you for the opportunity to.be of service Please.co.ntact..us if you have any questions. 'Very.truly yours, PCS STRUCTURAL SOLUTIONS Paul J Brienen S E. Principal PJBvmm 09-058 v Ar N�ftj- 9068 Itr.11-10-0.8 pjb t= ._ . f YNIi: NGRTNG .' c . .. '. ?is;.; 'Us? r. `+ " •,s�. ` r��� � 301 East 6th Street,Suite 1 & ASSOCIATES �J �— Port Angeles,Washmgton 98362 I N C O R P O R A T E D �. (360)417-0501 ��— Fax(360)417-0514 E-mail:zenovic@olympus.net November 6, 2008 Jim Lierly Bu /_ O0 ���^ RECEIVED Building Inspector (..- City of Port Angeles Department of Community evelopment 321 East Fifth StreetNQ� 0 7 2008 Port Angeles, WA 98362 CITY OF PONT ANGELES SUBJECT Port Angeles International Gateway BUILDING DIVISION Dear Mr Lierly I have reviewed the response letter from Ade Bright dated October 28, 2008 concerning building inspector's letter and meeting notes/outline notes of October 7 2008. His response letter does not adequately address all the issues in the outline and is not acceptable to this office. It should be noted that Ade does not appear to have all my comments in the outline and he should include all my comments in his response. I will not provide a complete review of his letter but will highlight the following portions (see outline for item numbers): Item 1 B ) Details not provided to clarify issue of bearing with reduction in wall width to 5' due to spalling. Item 1 D) In meeting Ade appeared to indicate that loads do not include live loads Item 2, C)Cause of cracks and construction loads not completely addressed Item 3, A) Reason for cracks to be addressed Ade to address this issue and comment that design was performed by others. Provide his approval and review of the design, including shop drawings and structural calculations Ade should provide a complete response to the items in the outline and should provide calculations where necessary to justify his responses. Also reviewed at this time is a letter dated October 20 2008 by Ingo Goller of Exeltech which agrees with my opinion that Ade has not completely and specifically addressed the issues noted in the outline. Ingo s letter also contains several items related to the design which may be possible causes of the spalling/delamination and cracking that must also be addressed by Bright Engineering as part of his response. A third letter by PCS Structural Solutions was also reviewed by this office.This letter does discuss possible causes of the various cracking but appears to be only a cursory review as is noted in the letter It does bring up a discrepancy concerning the actual superimposed dead load on the structure It is noted that Ade used a 150 psf superimposed dead load on the deck while PCS.indicates a 50 psf superimposed dead load more accurately represents the loading on the deck. This discrepancy shall be addressed by Ade including what affect this would have on the design of the structure since the dead load is less than he figured and thus would affect the camber in the PT beams and what PT load was specified in the design. It shall be noted that the letter from PCS is not considered by this office to be an independent third party review of the design and is only cursory in nature. The issues noted above must be addressed prior to final acceptance of any proposed structural repairs That said this office is willing to allow construction activities to continue with the placement of the topping slab to complete loading of the deck provided the following conditions are met: �7 Page 2, November 6, 2008 Gateway Project 1) Shoring under PB3 shall be provided to protect against catastrophic failure of the structure prior to allowing placement of the topping slab This shoring shall be designed by a structural engineer licensed in the State of Washington The shoring shall be designed in such a way to allowing the beam to move under the increased dead loads created by the addition of the topping slab without affecting the load path on the beam 2) A monitoring program shall be developed and approved to monitor the deflection in the beam as it is loaded as well as monitor the cracks in P134 during loading by placement of the topping slab 3) The monitoring program shall be developed by experts in the field and shall be initiated prior to placement of the topping slab with ample time to develop a baseline to account for movements due to temperature. Once items 1-3 have rbeen adequately addressed, the contractor may place the final topping slab It shall be noted that placement of the final topping slab does not constitute an approval of the previous issues or the additional issues by PCS or Ingo which must be addressed prior to the approval of any proposed structural repairs to address the spalling/delamination or cracking. Any proposed structural repairs shall be submitted and approved prior to beginning any repair work. Please be reminded that the building shall not be occupied until all design questions have been answered and any required repairs have been designed, approved and completed to the satisfaction of the City of Port Angeles Building Department. Please call me if yo hav any questions on this matter Sincerely I udgel, P E. Fc: JN 080911 01 �'s j arm RE�Gtis�` �0�SS1011 CML ENGINEERING LAND SURVEYING ENQV & ASSOCIATES 301 East 6th Street,Suite 1 Port Angeles,Washmgton 98362 1 N C 0 R P 0 R A T E D (360)417-0501 Fax(360)417-0514 1P11E E-mail:zenovic@olympus.net November 6, 2008 Jim Lierly Bu RECEIVED Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street NOV 0 7 2008 Port Angeles, WA 98362 f� CITY OF PORT ANGELES SUBJECT Port Angeles International Gateway I BUILDING DIVISION Dear Mr Lierly I have reviewed the response letter from Ade Bright dated October 28, 2008 concerning building inspector's letter and meeting notes/outline notes of October 7 2008. His response letter does not adequately address all the issues in the outline and is not acceptable to this office It should be noted that Ade does not appear to have all my comments in the outline and he should include all my comments in his response. I will not provide a complete review of his letter but will highlight the following portions (see outline for item numbers)- Item 1 B ) Details not provided to clarify issue of bearing with reduction in wall width to 5' due to spalling. Item 1 D) In meeting Ade appeared to indicate that loads do not include live loads Item 2, C)Cause of cracks and construction loads not completely addressed Item 3, A) Reason for cracks to be addressed Ade to address this issue and comment that design was performed by others. Provide his approval and review of the design including shop drawings and structural calculations Ade should provide a complete response to the items in the outline and should provide calculations where necessary to justify his responses Also reviewed at this time is a letter dated October 20 2008 by Ingo Goller of Exeltech which agrees with my opinion that Ade has not completely and specifically addressed the issues noted in the outline. Ingo's letter also contains several items related to the design which may be possible causes of the spalling/delamination and cracking that must also be addressed by Bright Engineering as part of his response. A third letter by PCS Structural Solutions was also reviewed by this office: This letter does discuss possible causes of the various cracking but appears to be only a cursory review as is noted in the letter It does bring up a discrepancy concerning the actual superimposed dead load on the structure It is noted that Ade used a 150 psf superimposed dead load on the deck while PCS indicates a 50 psf superimposed dead load more accurately represents the loading on the deck. This discrepancy shall be addressed by Ade including what affect this would have on the design of the structure since the dead load is less than he figured and thus would affect the camber in the PT beams and what PT load was specified in the design It shall be noted that the letter from PCS is not considered by this office to be an independent third party review of the design and is only cursory in nature. The issues noted above must be addressed prior to final acceptance of any proposed structural repairs That said, this office is willing to allow construction activities to continue with the placement of the topping slab to complete loading of the deck provided the following conditions are met: Page 2, November 6, 2008 Gateway Project 1) Shoring under PB3 shall be provided to protect against catastrophic failure of the structure prior to allowing placement of the topping slab This shoring shall be designed by a structural engineer licensed in the State of Washington. The shoring shall be designed in such a way to allowing the beam to move under the increased dead loads created by the addition of the topping slab without affecting the load path on the beam 2) A monitoring program shall be developed and approved to monitor the deflection in the beam as it is loaded as well as monitor the cracks in PB4 during loading by placement of the topping slab 3) The monitoring program shall be developed by experts in the field and shall be initiated prior to placement of the topping slab with ample time to develop a baseline to account for movements due to temperature Once items 1 3 have been adequately addressed, the contractor may place the final topping slab It shall be noted that placement of the final topping slab does not constitute an approval of the previous issues or the additional issues by PCS or Ingo which must be addressed prior to the approval of any proposed structural repairs to address the spalling/delamination or cracking. Any proposed structural repairs shall be submitted and approved prior to beginning any repair work. Please be reminded that the building shall not be occupied until all design questions have been answered and any required repairs have been designed, approved and completed to the satisfaction of the City of Port Angeles Building Department. Please call me if yo hav any questions on this matter Sincerely I udgel, P E. Fc: JN 08091 1 01 ' ESSW�� 1 NGELES, W �.. WASHINGTON U S A PUBLIC WORKS & UTILITIES DEPARTMENT Date- November 3 2008 To Nathan West, Director of Community Development From. Jim Mahlum, Civil Engmee %-..- Subject: Gateway Project—Krei's letter of response to delamination issue Attached are two letters from Krei Architect, responding to the request by the Community Development Department concerning the delamination that has occurred at the Gateway project. The first letter is Ade Bright's response which includes a partial agreed outline of the meeting that occurred on October 7, 2008 I have reviewed this letter and it is my opinion that not all the issues have been addressed that had been asked to by the Building Inspector Letter and Meeting Notes. (Full meeting outline is also attached) On October 16, 2008 we received a draft letter,which I reviewed as well as Exeltech. On October 20, I sent Krei an email indicating my concerns that the letter did not fully address the issues agreed upon in the joint meeting. Attached to that email was Exeltech's letter outlining their review of the draft letter and another copy of the minutes from the jiomt meeting. (A copy of that letter is attached.) Krei Architecture has independently hired PCS Structural Solutions to do a review of Ade's design and calculations for the Gateway structure This second letter is from Paul Brienen, S.E. the principal of PCS Structural Solutions. This letter does indicate that they have done some evaluations of the calculations and have determined that the deck is ready to load, with some engineered shoring installed prior to the loading of the deck. While I have some reservation of these letters, I have been asked by Krei Architect to forward these to your office for review and comments. CC Exeltech Clallam Transit N\PROJECTS\97 20 Gateway\26 Claims&Liens\delamination 10-28-08 letter forwarded to CED.doc 1 u PUS Structural Solutions Seattle 811 First Avenue,Suite 620 Seattle,IVA 913104 tel:206.292.5076 Tacoma 950 Pacific Avenue,Suite 1100 Tacoma,WA 98402 tel:253 383.2797 "Nm.pcs-strucrival.com October 31 2008 Krei Architecture c/o Parametrix 2102 N Pearl Street, Suite 301 Tacoma WA 98406 ATTN Stan Cruse RE. Port Angeles International Gateway—Plaza Deck Review Dear Stan. We have completed our review of the plaza deck cracking wall delamination, and cursory review of the structural design. It is our conclusion that beam PB3 near Grid B-8 should be shored until the final fix is in place and capable of supporting the beam reaction. Due to the significant loss in bearing area from the delamination of the wall we cannot conclusively determine if sufficient beam support exists at this location We found no additional items that would prevent the immediate build out of the deck to commence It is our professional opinion the primary cause of the wall delamination is due to concrete shrinkage although an initial wall crack may have occurred at the time of stressing and grew over time as the concrete shrank. Damage caused by the shrinkage was concentrated near Grid B-8 due to the restraint provided by the adjacent skewed wall and south basement wall We reviewed the concrete mix design used on the deck and would classify it as a low-shrink mix. We estimate the total reduction in length due to shrinkage at 28-days to be approximately 3/8 to Y2 inches We estimate up to an additional 1/4-inch of shrinkage could take place over the next couple of years Deck and beam cracks in our opinion, are also the result of shrinkage and appear to be minor We do not recommend remedial action unless they open up beyond 0 012-inches in width Diagonal wall cracks were likely caused by a combination of surcharge of the wall by construction machinery wall shrinkage the beam block out (re-entrant corner) and shrinkage of the deck. We do not recommend remedial action unless water seepage becomes noticeable through these cracks. In our cursory review of the deck design we reviewed the calculations performed by the structural engineer of record and performed calculations of our own. The submitted calculations included only a summary of the post-tension design results it did not include geometry deflections or resulting stresses for these elements. Thus we could not determine the adequacy of the post-tension design by reviewing the submitted calculations We analyzed the beam along Grid B and a typical slab span In both cases we found the designs to be t • FL Structural Solutions Krei Architecture Stan Cruse Port Angeles International Gateway— Plaza Deck Review structurally adequate with respect to the building code We expect if we were to analyze the rest of the beams and deck spans they too would be adequate although we have not done this. Itis important to note that a hand drawn load diagram in the calculations indicated a 150-psf superimposed dead load on the deck. After reviewing the construction documents and speaking with Stan Cruse we determined a 50-psf superimposed dead load more accurately represents the loading on the deck and was used in our analysis along with planter loading and live loading We will review the proposed fix for the delamination below the wall when it is submitted to us. Thank you for the opportunity to be of service Please contact us if you have any questions. Very truly yours, PCS STRUCTURAL SOLUTIONS Paul J Brienen, S E. Principal PJBvmm . 81tr ''r 09-058q �g 32114 AL ST NAL 9058fr 10-30-08,pjb ORT T NGELES P A f4 W A S H I N G T O N U S A MEWA Public Works & Utilities Department October 30 2008 James Dugan Owners Representative Services Division Manager Parametrix, Inc 2102 N Pearl Street, Suite 301 Tacoma, WA 98406 RE International Gateway Project, Delamination Letter Dear Jam I have reviewed the revised response letter to the Building Inspector Letter and Meeting Notes. It appears that the letter has not addressed all of the issues that had been asked to be addressed. On October 9, 2008 we had ajomt meeting with the Building Official and Inspector, their representative, Exeltech, Clallam Transit, Stan Cruise, Ade Bright and myself. On October 10, 2008 final minutes of that point meeting were sent to your office for guidance and requirements of items that needed to be addressed in the letter These minutes were reviewed by all and were to be the basis of the letter from Ade Bright. On October 16, 2008 we received a draft letteri which I reviewed as well as Exeltech. On October 20, I sent you an email indicating my concerns that the letter did not fully address the issues agreed upon in the point meeting. Attached to that email was Exeltech s letter outlining their review of the draft letter and another copy of the minutes from the point meeting. I am now requesting that you make specific written recommendations to resolve this issue. Time is of the essence, as per my separate letter to you dated October 29, 2008, wherein you were put on notice that contract delays are occurring that are directly attributable to this issue Sincerely J mes M Mahlum P 3 ect Manager CC Clallam Transit Exeltech Phone 360-417-4805 /Fax 360-417-4542 .hh\P.ROJECTS\97 20 Cjate a X26 Cj s&.�iens\i�28-08 diel ination letter.doc e Sl e www a yorpa.us/tMi pub icwor s ci yofpa.us 321 East Fifth Street P 0 Box 1150 / Port Angeles WA 98362-0217 318/318R-166 CHAPTER 11 CODE COMMENTARY tendon in each corner of the stirrups. Bars shall have a for torsion should approximately coincide with the centroid diameter at least 0.042 times the stirrup spacing, but of the section. The code accomplishes this by requiring the _ < not less than a No 3 bar longitudinal torsional reinforcement to be distributed ' around the perimeter of the closed stirrups. Longitudinal bars or tendons are required in each corner of the stirrups to provide anchorage for the legs of the stirrups. Corner bars have also been found to be very effective in developing for sional strength and in controlling cracks. 11.6.6.3—Torsion reinforcement shall be provided R11.6.6.3—The distance(bt.+d)beyond the point theo- for a distance of at least b + d) beyond the point the- retically required for torsional reinforcement is larger than oretieall ulred. that used for shear and flexural reinforcement because for =' sional diagonal tension cracks develop in a helical form. 117— Shear-friction R11.7—Shear-friction 1171 -1 '_ h : t R11.7.1 — With the exception of 11 7 virtually all provi- sions regarding shear are intended to prevent diagonal ten- sion failures rather than direct shear transfer failures. The ® Ce purpose of 117 is to provide design methods for conditions where shear transfer should be considered: an interface ` between concretes cast at different times, an interface between concrete and steel,reinforcement details for precast concrete structures, and other situations where it is consid- ered appropriate to investigate shear transfer across a plane I in structural concrete.(See References 11.35 and 11.36.) 11 7.2 — Design of cross sections subject to shear transfer as described in 11 7 1 shall be based on Eq. (11 1) where V„is calculated in accordance with pro- visions of 11 7.3 or 11 7 4 11 7.3—A crack shall be assumed to occur along the R11.7.3 — Although uncracked concrete is relatively shear plane considered. The required area of shear strong in direct shear there is always the possibility that a friction reinforcement Af across the shear plane shall crack will form in an unfavorable location. The shear-fric- be designed using either 11 7 4 or any other shear tion concept assumes that such a crack will form, and that transfer design methods that result in prediction of reinforcement must be provided across the crack to resist strength in substantial agreement with results of com- relative displacement along it. When shear acts along a prehensive tests. crack, one crack face slips relative to the other If the crack faces are rough and irregular this slip is accompanied by 11 7.3.1 —Provisions of 11 7.5 through 11 7 10 shall separation of the crack faces. At ultimate, the separation is apply for all calculations of shear transfer strength. sufficient to stress the reinforcement crossing the crack to its yield point.The reinforcement provides a clamping force A,ffy across the crack faces. The applied shear is then resisted by friction between the crack faces,by resistance to the shearing off of protrusions on the crack faces, and by a dowel action of the reinforcement crossing the crack. Sue cessful application of 117 depends on proper selection of the location of an assumed crack.l l �s>113s The relationship between shear-transfer strength and the reinforcement crossing the shear plane can be expressed in I various ways. Eq. (I1 25) and (11 26) of 117 4 are based on the shear friction model This gives a conservative pre diction of shear-transfer strength. Other relationships that I give a closer estimare of shear transfer strength'1.18,11.37 1 A can be used under the proves)ons of 11 7.3 For example, ACI 318 Building Code and Commentary CHAPTER 11 3181318R-167 CODE COMMENTARY when the shear-friction reinforcement is perpendicular to y the shear plane,the shear strength V„is given by 11.37,11.38 Vn=0.8A,ffy+A�KI where A, is the area of concrete section resisting shear transfer (in?) and Kl =400 psi for normalweight concrete, 200 psi for all-lightweight concrete, and 250 psi for sand- lightweight concrete. These values of Kl apply to both monolithically cast concrete and to concrete cast against hardened concrete with a rough surface, as defined in 117.9 In this equation,the first term represents the contribution of friction to shear-transfer resistance (0.8 representing the coefficient of friction). The second term represents the sum of the resistance to shearing of protrusions on the crack faces and the dowel action of the reinforcement. When the shear-friction reinforcement is inclined to the shear plane, such that the shear force produces tension in that reinforcement,the shear strength Vn is given by Vn=A,ffy(0.8 sinal+cosaf)+A�Ktsin2af where of is the angle between the shear friction reinforce- ment and the shear plane,(i.e.0<of<90 deg). When using the modified shear-friction method, the terms (A,,ffy/A,)or(A,ffy sin a f/A,) should not be less than 200 psi for the design equations to be valid. 117 4—Shear-friction design method R11.7.4—Shear-friction design method 117 4.1 — When shear-friction reinforcement is R11.7.4.1 — The required area of shear-transfer rein- perpendicular to the shear plane, shear strength V„ forcementA„fis computed using N shall be computed by Vu Vn=Avf fyµ (11-25) A"f _ v µ y i where µ is coefficient of friction in accordance with I The specified upper limit on shear strength should also be 1174.3. observed. 11 7.4.2 — When shear-friction reinforcement is R11.7.4.2 — When the shear-friction reinforcement is inclined to the shear plane such that the shear force inclined to the shear plane, such that the component of the produces tension in shear-friction reinforcement, shear force parallel to the reinforcement tends to produce shear strength V„shall be computed by tension in the reinforcement, as shown in Fig. R11 7 4 part of the—shear is resisted by the component parallel to the Vn=Avf fy(µsin af+cos af) (11-26) I shear plane of the tension force in the reinforcement.'138 Eq. (11 26)should be used only when the shear force com- ponent parallel to the reinforcement produces tension in the where alis angle between shear-friction reinforcement reinforcement, as shown in Fig.R11 7 4 When of is greater and shear plane than 90 deg, the relative movement of the surfaces tends to compress the bar and Eq.(11 26)Is not valid. ACI 318 Building Code and Commentary 318/3188-168 CHAPTER 11 CODE COMMENTARY Assumed crack and shear plane Applied shear pp V. A and n s d nine shear d rc p Applied shear V ,_—Shear friction r reinforcement,AV af Fig. R11 74—Shear-friction reinforcement at an angle to assumed crack 11 7 4.3 The coefficient of friction in Eq. (11 R11.7.4.3 In the shear-friction method of calculation, 25) and Eq. (11 26) shall be it is assumed that all the shear resistance is due to the fric tion between the crack faces. It is, therefore, necessary to Concrete placed monolithically 1.41 use artificially high values of the coefficient of friction in the shear-friction equations so that the calculated shear Concrete placed against hardened con- strength will be in reasonable agreement with test results. trete with surface intentionally roughened For concrete cast against hardened concrete not roughened as specified in 11 7.9 1.01 in accordance with 117.9 shear resistance is primarily due to dowel action of the reinforcement and tests"-'9 indicate Concrete placed against hardened that reduced value of 0.61 specified for this case is concrete not intentionally roughened 0.61 appropriate. Concrete anchored to as-rolled structural The value of yfor concrete placed against as-rolled stAic steel by headed studs or by tural steel relates to the design of connections between pre reinforcing bars (see 11 7 10) 0.7A cast concrete members,or between structural steel members and structural,concrete members. The shear-transfer rein- where A = 1.0 for normalweight concrete, 0.85 for forcement may be either reinforcing bars or headed stud sand-lightweight concrete and 0 75 for all lightweight shear connectors; also, field welding to steel plates after concrete Linear interpolation shall be permitted when casting of concrete is common.The design of shear connec partial sand replacement is used. tors for composite action of concrete slabs and steel beams is not covered by these provisions, but should be in accor dance with Reference 1140. 11 7.5 Shear strength V,shall not be taken greater R11.7.5 — This upper limit on shear strength is specified than 0.2f,,A,nor 800AC in lb, where Ac is area of con- because Eq. (11 25) and (11 26) become unconservative if crete section resisting shear transfer V,,has a greater value. 117.6 — Design yield strength of shear-friction rein- forcement shall not exceed 60,000 psi. CHAPTER 11 318/318R-169 CODE COMMENTARY 11 7 7 — Net tension across shear plane shall be R11.7 7 — If a resultant tensile force acts across a shear resisted by additional reinforcement. Permanent net plane, reinforcement to carry that tension should be pro- compression across shear plane shall be permitted to vided in addition to that provided for shear transfer.Tension be taken as additive to the force in the shear-friction may be caused by restraint of deformations due to tempera- reinforcement A„f fy when calculating requiredA„f. ture change, creep, and shrinkage. Such tensile forces have caused failures,particularly in beam bearings. When moment acts on a shear plane, the flexural tension stresses and flexural compression stresses are in equilib- rium.There is no change in the resultant compression Avffy acting across the shear plane and the shear-transfer strength is not changed.It is therefore not necessary to provide addi- tional reinforcement to resist the flexural tension stresses, unless the required flexural tension reinforcement exceeds the amount of shear-transfer reinforcement provided in the flexural tension zone. This has been demonstrated experi- I mentally 1141 It has also been demonstrated experimentallyt1.36 that if a resultant compressive force acts across a shear plane, the shear-transfer strength is a function of the sum of the result- ant compressive force and the force A,,ffy in the shear-fric tion reinforcement.In design, advantage should be taken of the existence of a compressive force across the shear plane to reduce the amount of shear-friction reinforcement required, only if it is certain that the compressive force is permanent. Shear-friction reinforcement shall be appro- R11.7.8—If no moment acts across the shear plane, rein- R priate y placed along the shear plane and shall be forcement should be uniformly distributed along the shear anchored to develop the specified yield strength on plane to minimize crack widths.If a moment acts across the shear plane, it-is desirable to distribute the shear-transfer both sides by embedment, hooks, or welding to spe- tial devices. reinforcement primarily in the flexural tension zone. Since the shear-friction reinforcement acts in tension, it € should have full tensile anchorage on both sides of the shear plane. Further, the shear friction reinforcement anchorage i should engage the primary reinforcement, otherwise a i potential crack may pass between the shear-friction rein- forcement and the body of the concrete. This requirement applies particularly to welded headed studs used with steel r inserts for connections in precast and cast-in-place concrete. Anchorage may be developed by bond, by a welded mechanical anchorage, or by threaded dowels and screw inserts. Space limitations often require a welded mechanical anchorage. For anchorage of headed studs in concrete see Reference 11 18. z 11 7.9 — For the purpose of 11 7 when concrete is placed against previously hardened concrete the Interface for shear transfer shall be clean and free of laitance If µ is assumed equal to 1.0;,, interface shall be roughened to a full amplitude of approxi- F mately 1/4 in a ACI 318 Building Code and Commentary a: • 318/318R-170 CHAPTER 11 1 CODE COMMENTARY 11 710 — When shear is transferred between as- rolled steel and concrete using headed studs or welded reinforcing bars, steel shall be clean and free of paint. s� 11.8— Deep beams I R11.8—Deep beams 11.8.1 —The provisions.of 11.8 shall apply to members R11.8.1 — The behavior of a deep beam is discussed in with clear spans,t,,, equal to or less than four times the I References 11.5 and. 11.38. For a deep beam supporting `l overall member depth or regions of beams loaded with ,gravity loads,this section applies if the loads are applied on j concentrated loads within twice the member depth, the top of the beam and the beam is supported on its bottom from the support that are loaded on one face and sup- face. If the loads are applied through the sides or bottom of ported on the opposite face so that compression struts such a member the design for shear should be the same as can develop between the loads and supports. See also for ordinary beams. 12.10.6 The longitudinal reinforcement in deep beams should be extended to the supports and adequately anchored byK Iembedment, hooks, or welding to special devices. Bent-up s bars are not recommended. w� 11.8.2—Deep beams shall be designed using either R11.8.2—Deep beams can be designed using strut-and-tie nonlinear analysis as permitted in 10 7 1 or Appen- models, regardless of how they are loaded and supported. dix A. Section 10 7 1 allows the use of nonlinear stress fields when k' proportioning deep beams. Such analyses should consider the effects of cracking on the stress distribution. 11.8.3— Shear strength V„for deep beams shall not R11.8.3 — In the 1999 and earlier codes, a sliding maxi- exceed 10 f,bN,d. mum shear strength was specified. A re-examination of the test data suggests that this strength limit was derived from ' tests in which the beams failed due to crushing of support regions. This possibility is specifically addressed in the design process specified in this code. 11.8.4—The area of shear reinforcement perpendic R11.8A and R11.8.5—The relative amounts of horizontal ular to the span, Av, shall not be less than 0.0025bws, and vertical shear reinforcement have been interchanged and s shall not exceed d/5, nor 12 in. from those required in the 1999 and earlier codes because tests 11 42,11 43,1144 have shown that vertical shear reinforce- 11.8.5 — The area of shear reinforcement parallel to ment is more effective than horizontal shear reinforcement. the span, Ah shall not be less than 0.0015bws2, and The maximum spacing of bars has been reduced from 18 in. s2 shall not exceed d/5, nor 12 in. to 12 in. because this steel is provided to restrain the width of the cracks. 11.8.6—It shall be permitted to provide reinforcement satisfying A.3.3 instead of the minimum horizontal and vertical reinforcement specified in 11.8.4 and 11.8.5. ACI 318 BuildingCode and Commentary i rY ORT NGELES A' A 'S H I N G T O "N, U S A. Community & Economic Development Department 2 October9, 2008 Pnmo Construction Ms. Jennifer Howell j 97.0 Carlsborg Road Sequim, WA 983.82 RE Port Angeles International Gateway—West Parking Garage Dear Jennifer- The City received your letter of October 16, referencing the City's letter dated October 2, 2008, addressing issues of concern in construction of the west parking garage structure of the. City's Port Angeles International Gateway_project. Since that writing, a letter was provided to you from Zenovic &Associates, dated September 29, 2008, on behalf of the City, that identified specific issues of concern that to date have not been completely addressed. The specific issues identified m.the Zenovic & Associates letter must be addressed by the i contractor prior to:final inspection of the structure: s 4 The City supports, and wo like to reiterate, the concerns outlined in the attached October 28, 2008 letter from Zen vic &Ass crates. Please feel free to contact me.if you have any questions regarding thi atter i Sincerely I I Jim Li y I Buildg.Inspector I Attachment: 10/28/08 Zenovic&Associates letter Cc Nathan West Sue Roberds Jim Whlum I 9 i Phone 360-417-4750/Fax: 360-417-4711 i Website wwwcityofpcj.us/Email smartgrowth@cityofpa.us 321 East'Fifth Street PO Box 1150/Port Angeles WA 98362-0217 CML ENGINEERING �T LAND SURVEYING 2E�1� IN O V I C. 301 East 6th Street,Suite 1 & ASSOCIATES Port Angeles,Washtngton 98362 I N C O R P O R A T E D (360)417-0501 October 28 2008 Fax(360)417-0514 E-mail:zenovic@olympus.net Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway—West Parking Garage FILE Dear Mr Lierly This office has reviewed the letter dated October 16 2008 from Jennifer Howell of Primo Construction Inc. and an attached letter dated September 22, 2008 from Robert Bourdages of Poggemeyer Design Group The letter from Poggemeyer was written prior to the letter from this office and does not completely address the issues of my letter of September 29 2008 It is requested that the engineer for the parking garage specifically address the issues noted in my letter Since my letter references the plans, an exhibit showing crack location and migration and photos taken at the time of my inspection I see no reason to reference the calculations in my letter The documentation provided is adequate for the engineer to identify the areas of concern Please call me if you have any further questions on this matter Sincerely O 3_0 r�'A Tracy Gudgel P E. X181 Fc: JN 08091 pFWAS 2111 s SIONN. U CITY OF pQRT ANGELES Dept.of Community Development -P-right �;nginee-ring nc Consulting Structural and Civil Engineering October 28, 2008 BEI# 116.03R Parametrix,Inc Attn. Stan Cruse,Project Manager 2102 N Pearl Street, Suite 301 Tacoma,WA 98406 RE. PORT ANGELES INTERNATIONAL GATEWAY Response to Building Inspector Letter and Meeting Notes Dear Stan. The following is our response to the Building Inspector's letter and meeting notes of October 7 2008 In preparing these responses, we have reviewed copies of Inspectors Daily Report,Testing Agency Reports, available construction photographs, shop drawings, site visit reports, design documents, and calculation checks, as well as interviews with the CM personnel. Text in bold represent comments from the Building Department,the italicized text below it were taken from the October 7'h meeting minutes, and following these items are the BEI responses. Item 1. A. Address adequate reinforcing to handle reduction in bearing from spalling. Beam Bearing has shifted to the east due to spalling under the bearing seat Post Tension anchor block out does not extend deep enough into beam to pose a shear cracking risk. A detail shall be provided. B. Account for buck out at stressing end. Ade Bright indicated the calculations show the bearing is less then S inches. Tracy Gudgel was concerned about how the bock out for the stressing cones figured in on the bearing condition (drew sketch on board). Ade Bright and Ingo Goller indicated that the bearing condition was full height on the back side of the wall. Ade was willing to show Tracy the actual details Ingo indicated they had construction photos to confirm. Response to A and B. As shown in Photo A 1 on our site visit reported dated March 19 2008 PT beams bear over the entire width of the wall,but with pocket to accommodate PT trumpet and cap 180Q 7"' A 1100 1 S..Ul. \YYA 9801-381 1 pkv 2o6.6251777 1 f, 206 625 X851 I nfo�d bright<_ng.om Mr Stan Cruse,AIA,LEEDv.2 AP October 28,2008 Page 2 of 9 Our calculation show that the bearing stress under the beam is satisfactory under the addition of all permanent dead loads i.e topping and pavers, as previously stated. , To our knowledge, neither we,the CM or the contractor has observed or reported any shift in the beam C. Calculations and sketch to show combination of buck out and spalling do not compromise beam bearing. D. Clarify the ultimate dead load factory of safety requirement. Ultimate dead load includes a 1.2 Load Factor The calculations for the ultimate dead load included the dead loads and the live load. Response to C and D: As stated in my last letter the minimum bearing width under ultimate dead load is under 5' Live load accounts for 25% of total ultimate load and by the time live load is applied,repair of spall would have been affected. Ultimate load by definition is 1.2DL+ 1 6LL. Item 2. A. Regarding cracking address reentrant corners considered in design. Ade Bright considered the reentrant corner crack potential. B. Was reinforcing added at reentrant corners to reduce cracking? No reinforcing was added to mitigate the crack potential. C. Address horizontal cracking, not just at corners Ade addressed the construction sequencing request by Primo to backfill the wall, therefore a wall support system was designed. The cracking is occurring at those lines. It was also noted by Stan Cruse that the wall was backfilled and then the sheet piling was removed with large equipment applying more forces than just the soil pressure. Ingo Goller and Jim Mahlum noted that this was at the time in the drop in Lincoln Street occurred. Horizontal cracking was generated at the drilled holes, during installation of whalers to support the wall during backfilling 6 Mr Stan Cruse,AIA,LEEDv.2 AP October 28,2008 Page 3 of 9 D. Does proper vertical reinforcing eliminate horizontal cracks. Ade will check his design for adequacy and provide references to the calculations A monitoring plan will be developed to observe any possible movement. E. Address 60 degree angle crack below PB3,not at reentrant corner It will be reviewed infield. F Provide calculations to justify As a part of the field review will also review construction practices and sequences A review of the calculations will be done and references given to this review It was noted that sheet pile removal could be a factor Response to Item A to F. Photos B-1 and C 1 show the location of waler bracing the wall to allow backfill before the plaza deck was placed. Wall was backfilled to dust below the bottom of PT beams, as shown in Photos B-2,B-3 and B-4 The wall was designed for 60 pcf lateral soil pressure and 250 psf surcharge to account for construction equipment or traffic As previously stated in our reports, and confirmed during our site visit of Oct. 7 2008,the horizontal cracks are in line with drilled-in concrete anchor location that supports the temporary wall bracing and the bottom corner of the beam pockets. Maximum bending on the wall occurs at mid-height and not at the location of the hairline cracks, where the stresses are much lower Vertical as well as horizontal wall reinforcement at each face of the wall is satisfactory for the calculated loads. With regard to the 60°cracks,it was previously stated, and verified on the field, that the cracks emanate from the reentrant corners of the beam pocket. Item 3. A. Address cause of vertical cracks in PB4. This was addressed in Ade s September 2 report. No cause identified. B. Variables addressed needs to determine whether the structure is sound. Consider installing strain gauges prior to loading PT Deck. Mr Stan Cruse,AIA,LEEDv.2 AP October 28,2008 Page 4 of 9 C. Provide calculations to show cause of crack. Temperature reinforcing to be viewed for adequacy and references provided to the calculations. Response to A to C. We have reviewed temperature reinforcement in the slab Continuous transverse bottom reinforcement (perpendicular to PT)of#4 @ 12' was provided in this slab to account for temperature/shrinkage. This is satisfactory With regard to the hairline cracks running NS in the slab and through P134 and toward P136, when the cracks first occurred is not known. It was confirmed by Exeltech that the plaza area was not used for material stockpile or by construction vehicles, other than a scissors lift(photo D-1) It should be stated that the crack pattern is not consistent with flexural or shear cracks. It appears that the cracks coincide approximately with a PT tendon dead end about 24-ft. west of column line 6 PB6 to the north also has a PT tendon dead end at the same location.The difference between the two beams is that PB3 has higher PT force. The Cgs (center of gravity)of the PT strands are at the neutral axis of the concrete section, which is about 1 -4' from top of slab/beam and 2 -8' from the bottom of beam. At the end zones,PT force is transferred from the tendon to the concrete by bearing of the anchorages, thus creating a tensile component in the transverse direction. The splitting force at the end zone of the tendon, due to PT force, generates tensile forces, which may have contributed to this crack. However it should be noted that PT shop drawings submittal calculated required reinforcement and show added mild steel reinforcement around the tendon.Furthermore, since the PT ducts were grouted over their entire length,hence,internal PT forces acting in the beams are transferred through bond and application of external load will not increase forces on the anchorages. It is our opinion that this crack was initiated by very high PT force in PB3 and exaggerated by temperature-induced shrinkage.We have recommended affixing strain gages to the bottom of the beam to monitor the crack as additional permanent loads are applied and as temperature changes. Item 4. A. Cause of cracking does not appear to be complete. Ade maintains that due to isolated delamination condition, Shear friction is not a problem. B. Cause does not account for all the variables. C. Cause related to the project issues. D. Cause related to post tensioning. Mr Stan Cruse,AIA,LEEDv.2 AP October 28,2008 Page 5 of 9 Response to A to D. The diagonal wall,just south of PB3 which was a field change required during construction to prevent loss of ground around the hydrant and light signal foundation.During this change, slab and beams reinforcing as well as post tensioning forces in beams in this vicinity was revised to account for the changes in loading and support condition. The effect of the diagonal wall was considered but could not be easily negated. The restraint from this wall appears to have exaggerated the spall under PB3 and to a lesser extent on the remaining beams framing into the wall. It's restraint to the east wall prevented the east wall from rotating with the beam when post tensioned as previously reported. Nevertheless,the total effective post tensioning force applies to the beam. It should be noted that we did not observe any crack on the surface of the slab between the beam and the diagonal wall. Application of addition loads would induce rotation in the opposite direction. Item 5. A. Structural engineer has no reservations for placing the topping slab and pavers. Ade recommends loading structure. Final approval to proceed, with loading the deck structure, will be considered after a report addressing these issues is submitted and accepted. Repair procedure to address delamination repair will be submitted prior to making repairs. Response to Item A. Again,it is still our position that the plaza may be loaded as designed.We have stated that proposed repair conducted after application of all permanent loads, would consist of removing unsound concrete and placing a concrete layer with positive anchorage into the existing walls. Proposed repair would be submitted for review Until repair is made, we suggest that no further removal of concrete from under the beam be made. Please contact me if you have any questions. Best regards, PQ of w.p,syi�c.y� Ade J Bright,PE, SE -p: O8 AJB.klf /klf Mr Stan Cruse,AIA L Eav2AP October 28 2008 Pg 609 It « . � » �< Photo A-1 « - ^ ---------- Photo Ph m B! Mr Stan Cruse AIA LEEDv 2 AP October 28,2008 Page 7 of 9 11/8/2007 12:37:39 PM Placing wall backfill between sheet pile and east wall of plaza Photo B-2 11/171200710.32:07 AM Displacement partially due to pile extraction _ f Photo B-3 Mr Stan Cruse AIA LEEDv 2 AP October 28,2008 Page 8 of 9 11/17/2007 10:31:46 AM Area of pile removal note exposed inactive waterline Photo B-4 u:sa, Photo C-1 6 Mr Stan Cruse AIA LEEDv 2 AP October 28,2008 Page 9 of 9 �5��,� � � v �'4�'� ry�'�fwgN,�'s;r�a, .�, t i ss 4 < ,j� � � � s is k'r♦t 5 � }r �.X 4 �'�,�.-�i.✓t� �Hr " i rir,+k }M a�r�' '� t 1 � �A i+�st+ F tl k n`v� r i '"� r � �a >✓ n ��h -y1 a - b �'� � �H,��, a Ik�•y.�r'H �t3 a�w.<!`z�`rfs `�1 f'�-.r+.,,.�t''. �'��r��..;3�o-�.$ ,v ,r,t � h'� � Photo D-1 ,,.1173/20 8'_-r--.-r.,--.:--,-,---,—.-,- ..._... .--�->,1-D.---ra...._.ft..De�. i7.-- -.-.--nation-_--..._..T,-._T�_ .�._.-..-.-s,,-...->,.-�,--_.,—.,�.�........,...T. .�:.,,--.:_......,,__.......- ..._.'--, Mahlum City's review of the Letter Page 1 From Jim Mahlum To, Jim Dugan Date: 10/20/2008 3 18 PM Subject: City's review of the Draft Delamination Letter Attachments: postmaster_cityofpa_us_20081020 pdf; Outline to 10-09-08 Delamination Meeti ng.doc CC. Glenn Cutler; igoller@xltech.com, tweed@clallamtransit.com Jim, I had some concerns about the proposed letter myself as I do not believe that the letter addresses the issue of the agreed upon minutes and issues brought up,and documented in the joint meeting of October 9, 2008. As agreed in that meeting, I have asked Exeltech to review the letter as well and attached is a letter from Ingo Goller outlining their review Please have Ade Bright address more completely the issues brought up. Also as either provide the calculations or at the very least provide references to any previous calculations the were provided. This has been asked time and time again, but nothing in this order has been forthcoming. I am also attaching,once again,the agreed upon outline of the minutes. This outline was established in order to have some guidelines for which to address all issues of concerns. We,the City do not feel that all the issues have been addressed and therefore do not recommend sending this in final form to the Building Official If you have any questions please feel free to contact me. Jim Mahlum "10� e x e I t e c h October 20 2008 2590 Willamette Drive NE Suite 101 Lacey WA 96516-1325 360.357 8289 Jim Mahlum Fax:360.357.8225 City of Port Angeles 325 East 4`h Street Port Angeles WA 98362 Re Port Angeles International Gateway Transportation Center Review of Delamination/Cracking Documents Dear Jim: As requested by the City Exeltech has reviewed both Zenovic&Associates (Z&A) letter dated October 8, 2008 for five (5)items, including additional issues and Bright Engineering, Inc.'s (BEI) response dated October 15 2008. As it is imperative that a resolution is reached such that this project can move forward and minimize delay to the contractor we agreed to help the city with our thoughts on what is important to focus on as they reach a decision in this matter With the structural condition and failure that currently exists in the field, namely spalled and delaminated concrete, cracks, etc. Z&A has justifiably raised some concerns Z&A's concerns, albeit tangential and critical, are generally valid. Unfortunately, BFI's response does not specifically and directly address the concems raised by Z&A. In order to specifically and more directly address some of the failure in the PT Slab/Wall system we are suggesting that the following items be reviewed and addressed with both Z&A and BEI: • Several of the PT Beams (PB3 P84 PS5 and PB6A) have been subjected to extremely high PT forces 1 160 Kips With the presumed rigid or fixed connection for the beam-wall interface how is said fixed connection transmitting these high PT forces into main body of the PT slab? (Structural calculations should be provided to specifically address this issue) • The presence of the blockout within the wall support width at the stressing end of the PT Beams creates a bursting zone that is 5 to 7 inches wide. How are the aforementioned high PT forces transmitted through said bursting zone? Should there by additional transverse continuous distribution steel (to properly distribute high PT forces) at the stressing end? (Structural calculations should be provided to specifically address this issue.) o To create fixity at the PT Beam/Wall interface (as the designer intended) should the beam bottom steel (Two (2) No 9 Bars) be extended into the wall with 90 degree or 135 degree hooks? (Structural calculations should be provided to specifically address this issue ) In order to expeditiously complete the construction of the Gateway Project, it becomes imperative to accurately and conclusively identify the cause for the spalling and cracks in the PT slab and the walls. It is our opinion that an independent and objective Structural Engineer with considerable PT expertise be retained by COPA to assess the current Engir,eer,ng Solut ons for a Changing Wo,1( structural condition of the PT Slab and Walls, and identify causes for the spalled concrete and cracks. This third party assessment should be presented to BEI to review accept and/or refute Regardless of the third party structural engineer's findings and BEI's position on these findings, BEI should be directed to provide an interim repair design for the spalled and delaminated concrete failure. Long term repair or acceptance of current structural condition will be dependant on third party structural engineer's assessment. Respectfully Submitted, EX LTECH CONSULTING, INC '41A Ing oiler P.E. Co traction Manager cc: Nathan West, Building Official, City of Port Angeles file e 1 h Zenovic & Associates, Incorporated Letter October 8, 2008 Items to Address. Item 1 A. Address adequate reinforcing to handle reduction in bearing from spalling Beam Bearing has shifted to the east due to spalling under the bearing seat Post Tension anchor block out does not extend deep enough into beam to pose a shear cracking risk. A detail shall be provided. Detail to include how rebar terminates at end of beam. B Account for buck out at stressing end. Ade Bright indicated the calculations show the bearing is less then 5 inches. Tracy Gudgel was concerned about how the bock out for the stressing cones figured in on the bearing condition (drew sketch on board) Ade Bright and Ingo Goller indicated that the bearing condition was full height on the back side of the wall. Ade was willing to show Tracy the actual details. Ingo indicated they had construction photos to confirm. Ade to provide details. C Calculations and sketch to show combination of buck out and spalling do not compromise beam bearing I D Clarify the ultimate dead load factory of safety requirement. Ultimate dead load includes a 1.2 Load Factor The calculations for the ultimate dead load included the dead loads and the live load. I thought Ade said the calculation did not include the live load,please verify Item 2 A. Regarding cracking address reentrant corners considered in design Ade Bright considered the reentrant corner crack potential. B Was reinforcing added at reentrant corners to reduce cracking? No reinforcing was added to mitigate the crack potential Outline to 10-09-10` Delami» tion Meeting.doc 1 of 7 C Address horizontal cracking, not just at corners Ade addressed the construction sequencing request by Pnmo to backfill the wall, therefore a wall support system was designed. The cracking is occurring at those lines. It was also noted by Stan Cruse that the wall was backfilled and then the sheet piling was removed with large equipment applying more forces than just the soil pressure. Ingo Goller and Jim Mahlum noted that this was at the time in the drop in Lincoln Street occurred. Ade is to address cause of cracks and address construction loading. Horizontal cracking was generated at the drilled holes, during installation of whalers to support the wall during backfilling. D Does proper vertical reinforcing eliminate horizontal cracks Ade will check his design for adequacy and provide references to the calculations. A monitoring plan will be developed to observe any possible movement. Ade is to clarify what loads he designed wall for, including active soil pressure. E. Address 60 degree angle crack below PB3, not at reentrant corner It will be reviewed in field. Asked for Ade s explanation of the cause of this crack while on-site. F Provide calculations to justify As a part of the field review will also review construction practices and sequences. A review of the calculations will be done and references given to this review It was noted that sheet pile removal could be a factor Item 3 A. Address cause of vertical cracks in P134 This was addressed in Ade s September, 2 report. No cause identified. During site visit asked that Ade address the possibility that beam may not be post tensioned equally due to friction losses and whether this could cause the cracking. Based on fact that Ade said that post tensioning design was performed by others (I believe the company that did the post tensioning) the calculations for this post tensioning design shall be provided. This shall include documentation showing that the design was reviewed and approved by Ade prior to the post tensioning work. The calculations shall show that the walls were including in the analysis since Ade says that the walls are part of the integral system of the post tensioning. The calculations Ou l ne to 10-09-08 Delamination _J%4eetmg.doc 2 of 7 should also address the 45 degree wall intersecting the east wall near PB3 showing that it was included in the post tension design since it was a change to the project. B. Variables addressed needs to determine whether the structure is sound. Consider installing strain gauges prior to loading PT Deck. It was my understanding that strain gauges were to be added prior to loading the deck. C Provide calculations to show cause of crack. Temperature reinforcing to be viewed for adequacy and references provided to the calculations Also see comments of item A above Item 4 A. Cause of cracking does not appear to be complete. Ade maintains that due to isolated delamination condition, Shear-fraction is not a problem. B. Cause does not account for all the variables. Delamination probably caused by more than one issue,possibly including minor shear friction effects (shear fraction does occur when there is an interface between concrete poured at two separate times) C. Cause related to the project issues. D Cause related to post tensioning. Item 5 A. Structural engineer has no reservations for placing the topping slab and pavers Ade recommends loading structure. Final approval to proceed, with loading the deck structure, will be considered after a report addressing these issues is submitted and accepted Repair procedure to address delamination repair will be submitted prior to making repairs. Outline to 10-09-08 El"eiamination Meeting.doc 3 of 7 It shall be made clear that calculations will be required to justify the proposed repair The analysis shall show that the repair will resist any tension loads on the inside face where the spalling occurred for the life of the structure, including any affects of long term creep,post tensioning reforces, or loading from seismic events. First Paragraph after Item 5 Previous discussion covered the following items. The discussion ended at this point as all discussion in the above touched on each of the remaining issues. Some short discussion shall briefly included to tie all these remaining items to those discussed above A. Engineer has not completely addressed items above. B. Therefore recommended that remaining dead loads not be imposed until items addressed. C. Reinforcing and post tensioning minimize and/or eliminate cracking in concrete. Second Paragraph after Item 5 A. Engineer may not have accounted for or considered several design issues. B. Excessive cracking and spalling due may be partially due difference in rigidly (assume rigidity) along east wall line. C. Fact post tension forces are being transferred into wall. Outli ;c to 10-09 Cg Delamination Meet,n, doc 4 of 7 D At PB3 -45 degree wall adds stiffness and likely wasn't considered in design. E. Post tensioning forces are being transferred into wall and not staying in beam and slab (assumed). F Likely putting torsion effects on the wall on the non braced side. G. Torsion makes sense,based on the spalling pattern and cracks in the wall under the beam. H. Spalling decreases moving north, probably due to more flexible structure towards the open end. Third Paragraph after Item 5 A. Appears shear friction may not have been addressed in design per ACI 318, possible cause for spalling/delamination. B. Reinforcing extending through the wall and into beam would exaggerate this effect. C. ACI attachments discusses shear friction and design,joints may carry significant tension due to restrained shrinkage or thermal shortening Outline to 10-09-08 DelL�rn -iation Meeting.doc 5 of 7 D Therefore wall restrained by 45 degree wall, post tensioning is causing similar effect and creating significant tension at joint, thus spalling. E. Concern that repair will not address this issue, before or after loading, tension will remain at joint due to tensioning forces. F Spalling will continue unless this issue is addressed. G Future spalling would create additional issues, concrete pull out rather than break at joint, between the grout and concrete. Last Paragraph A. Engineer shall consider general comments noted above in response. B. Include calculations for shear-friction forces. C. Calculations shall justify grout repair is adequate without reinforcing, to address the shear-friction forces. Outline to in 09 08 Delamination Meeting dog 6 of 7 Where do we go from here? • Final report • A draft copy will be provided to Exeltech for review and final report will be provided to Nathan West, COPA Building Official, with a copy to Exeltech. • Acceptance of report • Nathan West, COPA Building Official, will issue a notice to proceed with loading the deck structure (placement of the concrete topping) This notice shall include the requirement of design acceptance of the final repair procedure to address delamination. Outline to 10-09-08 Deiami Lat on Meet.ti- doc 7 of 7 F P-"7M-0 Commercial&Residential Building Concrete Excavation a Utilities Custom Homes Sand=&Gravel r October T6, 2008 Jim Lierly City of Port Angeles t Department of Community-Development, 321:Ea"st'Fifth Street Port Angeles, WA,98362 RE Gateway West.Parking Garage Letter; dated,October 2,,2008 Dear Jim. We are inxeceiptrof.your.letter dated October.2,_2008 First, I would•like to stress,that all` official correspondence regarding the-,Gateway'Project need's to come through-the main office, not handed.to,"someone ui the,feld. There is noway we can be,assured that the document will be=directed,to the appropriate person,when received in this manner Secondly; I have enclosed a letter from Poggameym Which we feel addresses the' questions asked. I,:Would also like.to add.that in,the future, your P.E.,.can refer to the, book-of-calculatioris and°,plans that were provided at the Gime we submitted for the permit. If you have further questions]can be reached at(360) 683-5447, ext..5225, during normal business hours. Smcerely;a 9 ennifer How 11 nmo Construction, Inc. Project Administrator 970 Carlsborg Road Sequin,WA 98382 (360),683'-5447' • Fax (360)..683-6475 Cont.Lit.#PRIMOC113307' A Primo Construction, Inc. Letter Of 970 Carlsborg Road Sequim,WA 98382-8391 Transmittal Phone- (360)683-5447 Fax:(360)683-6475 j i Date: 10/16/2008 TO- City of Port Angeles Project# 702203 321 East Fifth Street ATTN Jim Lierly Port Angeles, WA 98362 RE. Gateway We are sending you the following: gAttached 0 Under Separate Cover The following items. ❑ Shop drawings ❑ Prints ❑ Plans ❑ Requisitions ❑Change Orders ❑Samples Copies Date No. Description 1 10/16/2008 1 Gateway Letter w/Poggemeyer Letter These are transmitted as indicated below• 9"For your use ❑ Approval as noted ❑ For Approval ❑As requested ❑Approved for Construction ❑ For review and comment ❑ Returned for corrections ❑ For payment ❑ Return ❑ Corrected Prints ❑ For bids due Remarks. Received By- Date• Signed. Title: Copy to ❑ Recipient's Copy ❑ Sign&Return 0 File Copy i I CONSTRUCTION, INC Commercial&Residential Building Concrete Excavation Utilities Custom Homes Sand&Gravel i October 16,2008 Jim Lierly City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 RE. Gateway West Parking Garage Letter,dated October 2,2008 Dear Jim. We are in receipt of your letter dated October 2,2008. First,I would like to stress that all official correspondence regarding the Gateway Project needs to come through the main office,not handed to someone in the field. There is noway we can be assured that the document will be directed to the appropriate person when received in this manner Secondly,I have enclosed a letter from Poggameyer,which we feel addresses the questions asked. I would also like to add that in the future,your P.E..can refer to the book of calculations and plans that were provided at the time we submitted for the permit. If you have further questions,I can be reached at(360)683-5447, ext..5228,during normal business hours. Sincerely, Je=fer How 11o Construction,Inc. Project Administrator 970 Carlsborg Road Sequim,WA 98382 (36o) 683-5447 • Fax (360) 683-6475 Cont.Lic.#PRIMOCIi33P7 SEF ? 4 2e PocGEMEvE '0-18 DESIGN GROUP September 22,2008 Mr James Bartee Owner Primo Construction,Inc. 970 Carisborg Road Sequim,WA 98382 Dear Mr Bartee: I RE: Port Angeles International Gateway West Parking Garage Port Angeles,WA In regards to the concrete cracking,the following commentary is presented: 1. Wali crack repairs can be implemented any time after 90 days of pouring,as about 2/3rds of the total shrinkage has already occurred.It is not necessary to wait two years,as was recommended In our site visit report of July 30,2008.It is now understood that waiting two years may not be a viable option in terms of completing the project.Furthermore,the amount and degree of cracking from the 90 day period to the two year period is likely not to be significant. 2. The epoxy injection method is appropriate for wall repairs. 3. The cracks at the elevated deck can be repaired with a crack healer/penetrating sealer A �. product such as Sikadur 55 SLV is appropriate for this application.According to the manufacturer, j it"penetrates/seals surface of slabs from water absorption,chloride-ion intrusion,and chemical attack."it also"structurally improves the concrete surface" I 4. The Sikadur product will require pre-treatment under the cracks,so the product does not leak out.Use a product below the cracks such as Sikagard 670W(acrylic base)or Sikatop 144(cement base).These product have been recommended by the manufacture to work with the surface sealer 5. The deck sealer may be used locally or over the entire surface of the deck.It is recommended that a trial crack be address initially to assess installation techniques and measure performance. 6. As always,apply the products in strict accordance with the manufacturers recommendations. i I ai 512 8th Mr6-t South,Suft 2021 KkkWW,WeaNnpkon 98M31 P 425.827.69951 www.pogp=r," .a= Y r POGGEMEYER DESIGN GROUP Port Angeles International Gateway West Parking Garage September 23,2008 Page 2 Should you have any additional questions or comments, please feel free to contact US. Regards, i Robert Bourdages,P.E. Principal Poggemeyer Design Group, Inc. BO URO a �N 1 z 10 A �T'SbN . I �^,yal0 vz��r� '� � � ,�-•gip _ f'�� • A draft copy will be provided to Exeltech for review and final report will be provided to Nathan West, COPA Building Official, with a copy to Exeltech. • Acceptance of report • Nathan West; COPA Building Official, will issue a notice to proceed with loading the deck structure (placement of the concrete topping) This notice shall include the requirement of design acceptance of the final repair procedure to address delamination. t y� Outline to 10-09-08 delamination meeting.doc 7 of 7 #(1.0/9/2008) James Lierly .Zenovic 10-08-08 doe • 4 _..............._.Page 1 �.r I Zenovic& Associates,Incorporated Letter October 8,2008 j Items to Address: A. Address adequate reinforcing to handle reduction in bearing from spallmg. B Account for buck out at stressing end. yet—`✓ C. Calculations and sketch to show combination of buck out and spallmg don of compromise beam bearing. D Clarify the ultim to dead load factory of safety requirement. }o v Z Item 2 y �'► , A. Regarding cracking address reentr t congers considered in design. v �1� Was re iiforcing added at reentrant corners to reduce crac nig. LV C Address horizonta cracking,notjust at corners. I QW� G g ev"S�rJE�.• C��a`SOKA f� S D Does proper vedical reinforcing eliminate horizontal crac tT� Yid E. Address 60 de ee angle crack belowPB3 not at reentrant corner F Provide calculations to justify Q� Iten 3 v 1 Address cause of vertical cracks in PB3. ✓�i d�-�'�s 1�L A-t'? ariables addressed needs to determine whether the structure is sound. 0 l ADC Dov Y ,�- C rovide calculations to show cause of crack. A--YLx r /� C AkC Ite 44--.1 A. Cause of cracking does not appear to be complete a FftF. B Cause does not account for all the variables. ltd C. Cause related to the project issues. MAW D Cause related to post tensioning. "I v Item 5 A. Structural engineer has no reservations for placing the topping slab and pavers. Zenovic 10-08-08 doc 1 of 3 (10/9/2008) James Lierly Zenovic 10-08-08 doc _.-. _.... ...... ._.w,,.._ . _..... Page 2 � r OL � First Paragraph after Item 5 C,V A. Engineer has not completely addressed items above. B Therefore recommended that remaining dead loads not be imposed until items addressed. C Reinforcing and post tensioning minimize and/or eliminate cracking in concrete. Second Paragraph after Item 5 A. Engineer may not have accounted for or considered several design issues. B Excessive cracking and spalhng due may be partially due difference in rigidly (assume rigidity) along east wall line. I C Fact post tension forces are being transferred into wall. D At PB3 45 degree wall adds stiffness and likely wasn't considered in design. E. Post tensioning forces are being transferred into wall and not staying in beam and slab (assumed). F Likely putting torsion effects on the wall on the non braced side. G Torsion makes sense,based on the spallmg pattern and cracks in the wall under the beam. H. Spalling decreases moving north,probably due to more flexible structure towards the open end. Third Paragraph after Item 5 A. Appears shear friction may not have been addressed in design per ACI 318 possible cause for spallmg/delamination. B Reinforcing extending through the wall and into beam would exaggerate this effect. C ACI attachments discusses shear friction and design,joints may carry significant tension due to restrained shrinkage or thermal shortening. D Therefore wall restrained by 45 degree wall,post tensioning is causing similar effect and creating significant tension at point,thus spalling. E. Concern that repair will not address this issue,before or after loading, tension will remain at point due to tensioning forces. Zenovic 10-08-08 doc 2 of 3 i i _....__. ......_ __...._...__..... ......_ 8-08 doc Page 3 (10/9t'2008)James Lierly...Zenovic..��.;�. .._._....._............__.__..... ........_........_.._........... ..... .. .. . ... .... . _....... ......_._......_.._.._ . _...._.. .. .....................__ ....r..�, i F Spallmg will continue unless this issue is addressed. G Future spalling would create additional issues, concrete pull out rather than break at joint,between the grout and concrete. Last Paragraph. A. Engineer shall consider general comments noted above in response. B Include calculations for shear friction forces. C Calculations shall justify grout repair is adequate without reinforcing,to address the shear friction forces I Zenovic 10-08-08 doc 3 of 3 i Zenovic & Associates, Incorporated Letter October 8, 2008 Items to Address. ItenQ A. Address adequate reinforcing to handle reduction in bearing from spallmg. B Account for buck out at stressing end. C Calculations and sketch to show combination of buck out and spalling do not compromise beam bearing. D Clanfy th ultimate dead load Vory safety requirement, $,. Tf 0�4 VLO L� 1 Z Item 2 A. Regarding cracking address reentrant corners considered in design. C B Was reinforcing added at reentrant corners to reduce cracking. C Address horizontal cracking, not dust at corners. 1�F C rojoh� �V D Does proper vertical reinforcing eliminate horizontal cracks. Outline of Zenovic letter 10-08-08_2 doc 1 of 5 1 E. Address 60 degree angle crack below PB3, not at reentrant corner ;4L i-� �d It,— A- F Provide calculations to justify Item 3 A. Address cause of vertical cracks in PB3 c�-� �U� k rv�z B Variables addressed needs to determine whether the structure is sound. IA� 6-,., C Provide calculations to show cause of crack. Item 4 A. Cause of cracking does not appear to be complete. B Cause does not account for all the variables. OIL- C Cause related to the project issues. D Cause related to post tensioning. A pv kA o-u a, -1 ��w, �� 11 ,,- �- , 4i6 �4 kA-V) m- /-")-�, �-T�, �, Outline of Zenovic letter 10-08-08_2.doc 2 of 5 \ �'��� Item 5 A. Structural engineer has no reservations for placing the topping slab and pavers. First Paragraph after Item 5 A. Engineer has not completely addressed items above. B Therefore recommended that remaining dead loads not be imposed until items addressed. C Reinforcing and post tensioning minimize and/or eliminate cracking in concrete. Second Paragraph after Item 5 A. Engineer may not have accounted for or considered several design issues. B Excessive cracking and spalhng due may be partially due difference in rigidly (assume rigidity) along east wall line. C Fact post tension forces are being transferred into wall. D At PB3 - 45 degree wall adds stiffness and likely wasn't considered in design. Outline of Zenovic letter 10-08-082 doc 3 of 5 E Post tensioning forces are being transferred into wall and not staying in beam and slab (assumed) F Likely putting torsion effects on the wall on the non braced side. G Torsion makes sense, based on the spalling pattern and cracks in the wall under the beam. H. Spallmg decreases moving north, probably due to more flexible structure towards the open end. Third Paragraph after Item 5 A. Appears shear friction may not have been addressed in design per ACI 318, possible cause for spalling/delamination. B Reinforcing extending through the wall and into beam would exaggerate this effect. C ACI attachments discusses shear friction and design,points may carry significant tension due to restrained shrinkage or thermal shortening. D Therefore wall restrained by 45 degree wall,post tensioning is causing similar effect and creating significant tension at joint, thus spalling. Outline of Zenovic letter 10-08-08_2 doc 4 of 5 E. Concern that repair will not address this issue, before or after loading, tension will remain at joint due to tensioning forces. F Spallmg will continue unless this issue is addressed. G Future spalling would create additional issues, concrete pull out rather than break at joint,between the grout and concrete Last Paragraph A. Engineer shall consider general comments noted above in response. B Include calculations for shear-friction forces. C Calculations shall justify grout repair is adequate without reinforcing, to address the shear-fraction forces. Where do we go from here? • Final report • Acceptance of report r Outline of Zenovic letter 10-08-08_2.doc 5 of 5 (10fe�%�008)NJim,MahlumTomorrow's.Meeting Regarding Plaza Loading m �m Pagel r. From Stan Cruse <SCruse@parametrix.com> To Jim Mahlum [Jmahlum@cityofpa.us]' <Jmahlum@cityofpa.us> 'Ingo <igoll Date 10/8/2008 3 31 PM Subject: Tomorrow's Meeting Regarding Plaza Loading Attachments. Zenovic 10-08-08 doc CC James Dugan <JDugan@parametrix.com> James Lierly' <Jlierly@cityofpa.us Jim and Ingo Attached is a breakdown of the Zenovic&Associates letter in order to facilitate the meeting by addressing all the issues item by item Parametrix inspired people inspired solutions making a difference Stanley C Cruse,AIA, LEED v.2 AP Project Manager phone 253 752 9862 fax: 253 752.9865 cell 360 710 6425 scruse@parametrix.com Zenovic & Associates, Incorporated Letter October 8, 2008 Items to Address. Item 1 A. Address adequate reinforcing to handle reduction in bearing from spalling. B Account for buck out at stressing end. C Calculations and sketch to show combination of buck out and spallmg do not compromise beam bearing. D Clarify the ultimate dead load)factory of safety requirement. Item 2 A. Regarding cracking address reentrant corners considered in design. B Was reinforcing added at reentrant corners to reduce cracking. C Address horizontal cracking,not dust at corners. D Does proper vertical reinforcing eliminate horizontal cracks. E Address 60 degree angle crack below PB3, not at reentrant corner F Provide calculations to justify Item 3 A. Address cause of vertical cracks in PB3 B Variables addressed needs to determine whether the structure is sound. C Provide calculations to show cause of crack. Item 4 A. Cause of cracking does not appear to be complete. B Cause does not account for all the variables. C Cause related to the project issues. D Cause related to post tensioning. Item 5 A. Structural engineer has no reservations for placing the topping slab and pavers. Zenovic 10-08-08 doc 1 of 3 First Paragraph after Item 5 A. Engineer has not completely addressed items above B Therefore recommended that remaining dead loads not be imposed until items addressed. C Reinforcing and post tensioning minimize and/or eliminate cracking in concrete. Second Paragraph after Item 5 A. Engineer may not have accounted for or considered several design issues. B Excessive cracking and spalling due may be partially due difference in rigidly (assume rigidity) along east wall line. C Fact post tension forces are being transferred into wall. D At P133 - 45 degree wall adds stiffness and likely wasn't considered in design. E. Post tensioning forces are being transferred into wall and not staying in beam and slab (assumed) F Likely:puttmg torsion effects on the wall on the non braced side G Torsion:makes sense, based on the spalling pattern and cracks in the wall under the beam. H. Spalling decreases moving north,probably due to more flexible structure towards the open end. Third Paragraph after Item 5 A. Appears shear fraction may not have been addressed in design per ACI 318, possible cause for spalling/delamination. B Reinforcing extending through the wall and into beam would exaggerate this effect. C ACI attachments discusses shear fraction and design,points may carry significant tension due to restrained shrinkage or thermal shortening. D Therefore wall restrained by 45 degree wall, post tensioning is causing similar effect and creating significant tension at joint, thus spalling. E. Concern that repair will not address this issue, before or after loading, tension will remain at joint due to tensioning forces. F Spallmg will continue unless this issue is addressed. Zenovic 10-08-08 doc 2 of 3 G Future spallmg would create additional issues, concrete pull out rather than break at joint, between the grout and concrete Last Paragraph. A. Engineer shall consider general comments noted above in response. B Include calculations for shear-faction forces. C Calculations shall justify grout repair is adequate without reinforcing, to address the shear-fraction forces. Zenovic 1,0-08-08 doc 3 of 3 CWIL.ENGMRING LANU:SURVEVING_ & ASSOCIATES Ms p301 East 6th Street,Suite 1 Port Angeles,Washmgton 98362 INCORPORATE D (360)417-0501 ' S0 Pm Fax(360)417-0514 October 6, 2008 ES E-mail:zenovic@olympus.net Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles,WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly I have reviewed the response letter from Ade Bright dated September 30 2008 to my letter dated September 29, 2008 His letter does not completely address the issues noted in my letter and I am requesting the following additional information: 1) The calculations in his letter appear to show that the remaining bearing area of the wall is adequate to support the proposed ultimate dead loads, however it does not address the beam itself The engineer shall also address the issue of whether the beam is adequately reinforced to handle this reduction in bearing from the spalling in the wall since the inside face of the bearing is now in a different location. The engineer shall account for the buck out at the stressing end of the beam that is shown in the pictures provided to this office in previous documents and a generic detail on Sheet S3 02. Please provide calculations and sketches to show that the combination of the buck out and spalling do not compromise the bearing of the beam Also, Please clarify whether the ultimate dead load shown in the calculations includes the required factor of safety of 1.2. 2) The explanation of the horizontal cracking in the wall and the 45 degree cracking at the reentrant corners is plausible due to their locations. Please address whether the reentrant corner was considered in the design and whether additional reinforcing was added at the reentrant corners to reduce this possibility Also please address the horizontal cracking and the fact that this cracking is not just occurring near the reentrant corners. Shouldn't proper vertical reinforcing in the walls eliminate the horizontal cracks? Also please address the approximately 60 degree angle crack which has occurred below beam PB3 but not at the reentrant corner Please provide calculations to justify 3) The cause of the vertical cracks in beam PB3 shall be addressed by the engineer The number of variables noted in the response letter is the specific reason that the cause of the cracks needs to be determined to show that the structure is structurally sound Provide calculations to show the cause of the crack. 4) The cause of the cracking and spalling/delamination noted above does not appear complete and does not account for all the variables and issues related to the project and the post tensioning. Please see my comments below related to the design Page 2 October 6, 2008 Port Angeles International Gateway 5) It is noted that the structural engineer states that they have no reservations for placing the topping slab and pavers. In general the engineer has not completely addressed the items noted above and recommend that the remaining dead loads not be imposed until the items have been addressed It is known that cracks are inherent in any concrete structure but that reinforcing and especially post tensioning is used to minimize and/or eliminate cracking in the concrete It appears to this office that the engineer may not have accounted for or considered several issues in the design It appears that the excessive cracking and spalling may be partially due to the difference in rigidly along the east wall line and the fact that post tension forces are being transferred into the wall. At the south edge of PB3, the concrete wall makes a 45 degree angle and extends towards the southwest. This 45 degree wall adds stiffness to the wall that likely wasn't considered in the design. Since the wall reinforcing extends up through the beam it is likely that a portion of the post tension forces are being transferred into the wall rather than staying in the beams and slab as assumed in the design This is likely putting some torsion effects on the wall on the non braced side which appears to make sense based on the spalling pattern and the cracks in the wall under the beam As you move to the north the spalling under the beams decreases until there is none and is probably partially due to the fact that the structure gets more flexible towards the open end It also appears that shear-friction may not have been addressed in the design as is required per ACI 318 and should be considered as a possible cause for the spalling/delamination. The reinforcing extending through the wall and into the beam would exaggerate this effect. Attached are four pages from a commentary book produced by the Portland Cement association for the ACI318 Code which discusses shear friction and design Page 14-5 of the attached documents, second paragraph of Section 11 7 7 notes that joints may carry a significant amount of tension due to restrained shrinkage or thermal shortening. It is logical to assume that since the east wall is restrained due to the 45 degree wall that the post tensioning is causing a similar affect and creating significant tension at the joint and thus the spalling. It is of concern that the proposed repair will not address this issue, whether it is done before or after loading, since the tension at the joint will remain due to the post tensioning forces It is opinion of this office that spalling may continue to occur over the life of the structure unless this issue is addressed. Future spalling of the wall would create additional issues since it would likely pull out portions of the concrete rather than break at the joist between the grout and concrete The engineer shall consider the general comments noted above in their response and shall include calculations for the shear-friction forces. The calculations shall justify that the grout repair is adequate without reinforcing to address the shear-friction forces. Please call me if you have any questions on this matter ((6(L�_b Sincerely Tracy udgel P E. �r Fc: JN 08091 .9p kEci;11 ' �SSIOIsa' -rh;x Wov ),=-9A 1171 Applications 4 f Shear-friction design is to be used where direct shear is being transferred across a given plane. Situations where shear-friction design is appropriate include the interface between concretes cast at different times, an interface between concrete and steel, and connections of precast constructions, etc. Example locations of direct shear transfer and potential cracks for application of the shear-friction concept are shown in Fig. 14-2 for several types } of members. Successful application of the concept depends on proper selection of location of the assumed slip t or crack. In typical end or edge bearing applications,the-crack,tends to occur at an angle-of-about-WdegwesYto the vertical(see Example 14:2). Bearing Deck stab Splice DaDDed end Corbel Connection Cast in place addition Bearing Potential cracks-t" Column base =i. Figure 14-2 Applications of the Shear-Friction Concept and Potential Crack Locations 117.3 Shear-Transfer Design Methods The shear-fnction design method presented ,n 117 4 is based on the simplest model of shear-transfer behavior, £; resulting in a conservative prediction of shear-transfer strength. Other more comprehensive shear-transfer relation- ships provide closer predictions of shear-transfer strength. The performance statement of 117.3 any other shear-transfer design methods. -WzhWes the-other.methods-within_xhe_scnn�d intent.of 117 -However, it shcju b"ated H 7.5-threugh4L7:-10 apply to-whatever shear-transfer method is used: One . of the,morecompreherisiverethods-is-outlined-in-RII-91—Applicatiarrafdie"Modified Shear=Fri-ctiun Method' is illustrated in Part 15 Example 15.2. The 1992 edition of the code introduced in 17.5.2:3 a modified shear- ` fcetion-.equation. Xagplies.to t#e4ntedac.e.shear-bg�precastr-ete-and-cast an-place concrete. Els with the other-shear design-applications,—the—cod— visions for shear-friction are presented in terms of ,shear:transfer strength Vn for direct appliq, tion in the basic shear strength relation. ' Required shear-transfer strenph < Design shear-transfer strength Vu < l$`Vn Eq. (11-1) 142 _ n {° Note that 0 is 0 75 for shear and torsion(9.3.2.3). Furthermore,it is recommended that =0.75 be used for all s design calculations involving shear-friction, where shear effects predominate. For example, 11.9.3 1 specifies the use o 0, =-0-35 for all design calculations in accordance with 11.9(brackets and corbels). The nominal shear strength Vn is computed as. Yom" Y41 - --E-q. (14-25) Cambining£gs:z�1-1-+)- (-1 25),thelequire&shear-trmsfer-s - ent perpen- dicular to the shear plane is: y. Vu < $Avffy W-- The required area of shear-friction reinforcement,Avf can be computed directly from. a Avf = Vu Of yµ The condition where shear-friction reinforcement crosses the shear-plane at an angle of other than 90 degrees is illustrated in Fig. 14-3 The tensile force Avffy is inclined to the crack and must be resolved into two compo- nents. (1)a clamping component Avffy sin a f with an associated frictional force Avffy sin a fµ,and(2)a com- ponent parallel to the crack that directly resists slip equal to Avffy cos of Adding the two components resisting slip, the nominal shear-transfer strength becomes: Vn = Avffy sin ofµ +Avffy cos a f = Avffy(µSin of +cos af) Substituting this into Eq. (11-1) Vu <_ [Avffy sin a fµ +Avffy cos of] Eq. (11-26) VU of �- r— -- —AVffy sin ofµ at AvffY Avffy sin of ' Avffy cos of Vn=Avffy sin ofµ+Avffy cos of Figure 14-3 Idealization of Inclined Shear-Friction Reinforcement For shear reinforcement inclined to the crack, the required area of shear-friction reinforcement, A„f, can be computed directly from. A v f = Vu Of y (µsina f + cosaf) r, 14-3 Note that Eq (11-26)applies only when the shear force V„produces tension in the shear-friction reinforcement. The shear-friction method assumes that all shear resistance is provided by friction between crack faces. The actual mechanics of resistance to direct shear are more complex,since dowel action and the apparent cohesive strength of the concrete both contribute to direct shear strength. It is,therefore,necessary to use artificially high values of the coefficient of friction g in the direct shear-friction equations so that the calculated shear strength will be in reason- able agreement with test results. Use of these high coefficients gives predicted strengths that are a conservative lower bound to test data,as shown in Fig. 14-4 The modified shear-friction design method given to R11 7.3 is one of several more comprehensive methods which provide closer estimates of the shear-transfer strength. 1600 •Test Results 1400 , 1200 ; 1000 Modified Shear-Friction Method . . . ML Boo ——r ——. V„/Ac Limit C ass > 600 —— .— 0.2 x 3000 psi � r , 400 , 1 Shear-Friction Design Method 200 06 M 'Pfy>200psi 0 200 400 600 800 1000 1200 ,f P� psi Y _, Figure 14-4 Effect of Shear-Friction Reinforcement on Shear Transfer Strength 11 7.4.3 Coefficient of Friction—The effective coefficients of friction, g for the various interface con- ditions include a parameter X which accounts for the somewhat lower shear strength of all-lightweight and sand-lightweight concretes_ For example, the g value for all lightweight concrete (X = 0 75) placed against hardened concrete not intentionally roughened is 0 6 (0 75) = 0 45 The coefficient of friction for different interface conditions is as follows. uw Concrete placed monolithically 1 4X Concrete placed against hardened concrete with surface intentionally roughened as specified in 117.9 1 QX pal, Concrete placed a�nst hardened concrete Y?7 not intentionally roughened 0 6X Conprete anchored to as-rolled structural steel by beaded studs-or-by-reinforcing bars(see 117 10) 0 7X yam. where X= 1.0 for normal weight concrete, 0.85 for sand-lightweight concrete,and 0 75 for"all light weight' concrete. 14-4 � 11 7.6 Maximum Shear-Transfer Strength The shear-transfer strength Vn cannot betaken greater than 0.2 f' nor 800 psi times the area of concrete section resisting shear transfer. This upper limit on Vn effectively limits the maximum reinforcement, as shown in Fig. 14-4 Also,for lightweight concretes, 11.9.3.2.2 limits the shear-transfer strength Vn along the shear plane for design applications with low shear span-to-depth ratios a/d, such as brackets and corbels. This further restriction on lightweight concrete is illustrated in Example 14 1 1177 Normal Forces Equations (11-25) and (11-26) assume that there are no forces other than shear acting on the shear plane. A certain amount of moment is almost always present in brackets,corbels,and other connections due to eccentric- ity of loads or applied moments at connections. In case of moments acting on a shear plane,the flexural tension stresses and flexural compression stresses are in equilibrium. There is no change in the resultant compression Avffy acting across the shear plane and the shear-transfer strength is not changed. It is therefore not necessary to provide additional reinforcement to resist the flexural tension stresses,unless the required flexural tension rein- forcement exceeds the amount of shear-transfer reinforcement provided in the flexural tension zone. Joints may also carry a significant amount of tension due to restrained shrinkage or thermal shortening of the connected members. Friction of bearing pads, for example, can cause appreciable tensile forces on a corbel supporting a member subject to shortening. Therefore,it is recommended,although not generally required,that the member be designed for a minimum direct tensile force of at least 0.2V„ in addition to the shear. This minimum force is required for design of connections such as brackets or corbels(see 11.9.3 4),unless the actual force is accurately known. Reinforcement must be provided for direct tension according to 117 7 using AS= Nuc/0fy,where Nuc is the factored tensile force. MOP& .:AQ A.-. y,e.,V�,Aq.i npCJ p ?L t J��, D �'loN r n,p Since direct tension perpendicular to the assumed crack(sheen plane)detracts from the shear-transfer strength,it (y follows that compression will add to the strength. Section 117 7 acknowledges this condition by allowing a permanent net compression to be added to the shear-fraction clamping force, Avffy It is recommended, al- though not required, to use a reduction factor of 0.9 for strength contribution from such compressive loads. 11 7.8— 11 710 Additional Requirements Section 117.8 requires that the shear-friction reinforcement be `appropriately placed' along the shear plane. Where no moment acts on the shear plane,uniform distribution of the bars is proper. Where a moment exists,the cemfoccement shooldbe d%v&1bu<ed�n the flexocal tension zone. Reinforcement should be adequately embedded on both sides of the shear plane to develop the full yield strength of the bars. Since space is limited in thin walls, corbels, and brackets, it is often necessary to use special anchorage details such as welded plates, angles, or cross bars. Reinforcement should be anchored in confined concrete. Confinement may be provided by beam or column ties, `external' concrete, or special added rein- forcement. In 117.9 if coefficient of friction µ is taken equal to 10%,concrete at the interface must be roughened to a full amplitude of approximately 1/4 in. This can be accomplished by raking the plastic concrete or by bushhammenng or chiseling hardened concrete surfaces. A final requirement of 117 10, often overlooked, is that structural steel interfaces must be clean and free of paint. This requirement is based on tests to evaluate the friction coefficient for concrete anchored to unpainted structural steel by studs or reinforcing steel(g =0 7). Data are not available for painted surfaces. If painted surfaces are to be used, a lower value of g would be appropriate. 14-5 J October 3, 2008 Adyfe Bright Re Port Anizeles International GatewU Dear Mr Bright I am the Building Official for the City of Port Angeles In that role I owe a duty to the citizens, to the contractor, and to the City to assure that construction on the Gateway Project is proceeding safely and in accordance with the contract plans and specifications. I recently became aware of the cracking and spallmg in concrete work on the Gateway project. These mem t4&4aaw issues that have been addressecl most recently in a letter dated September 22 from Tracy Grudgel and in a letter written by you dated September 30 I have reviewed those letters and the prior letters referenced in them. LROW411a4lin your last letter you did not answer, completely and fully, every point raised in Mr Grudel s letter Nevertheless, it is not my intent to ask for further response to Mr Grudel s letter Instead, in my role as building official, I want to satisfy my duty as the City Building Official and try to keep the project moving forward. Tom, you can simplify the process and keep the project moving forward if you as the structural engineer of recor for the GatewayProject ect will certify to mein writing the following• Y� r 1 You have inspected the project and are familiar with the cracking and spallmg ��described in the prior letters. 2 You have all the information that you need to express an opinion on the subject of the cracking and spallmg in the relationship to the safety and integrity of the project. 3 It is safe to continue with the construction of the project. 4 The project when completed, including cracking and spallmg, will be safe for occupancy and will be in conformance with the contract plans and specifications. 5 The project when completed will be safe for public occupancy Please provide this certification to me in writing as soon as possible Thank you, Nathan West (G\LEGAL\LETTERS\LETTERS.2008\Bright.GatewayProject.100308.wpd) • ORTNGELES It low W A S H I N G T 0 N, U S A DATE October 2, 2008 T O Primo Construction FROM Jim Lierly; Building Inspector Community& Economic Development Department SUBJECT GATEWAY PARKING GARAGE (WEST) The Department of Community& Economic Development has received the final report from Zenovic &Associates Inc concerning structural issues with Gateway west parking garage (See attached documents) Secondarily, as we have previously discussed, the parking layout does not meet the requirements of the City of Port Angeles I know you are working on a resolution, but, for the record, the layout and striping must be corrected in order to issue final occupancy and final for the structure. There may be additional corrections required as we work through routine final inspections. As of this time, these are the issues o concern that I am aware of that need your immediate attention. As always, all wor is subject to Deld approval. Please eel free to contac me you ha any questions Jim Lierly, Building Inspector 417-4816 off. or 808-0534 cell cc Nathan West Sue Roberds CML.ENGINEERING 9"& LAND SURVEYING N 0 V I�C - _. �_ASSOCIATES 301 East 6th Street,Suite 1 Port Angeles,Washington 98362 I N C O R P O R A T E D (360)417-0501 September 29 2008 Fax(360)417-0514 E-mail:zenovic@olympus.net Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway—West Parking Garage Dear Mr Lierly This is a follow up to the inspection I performed with you at Gateway West Parking Garage on September 23, 2008 This inspection included several representatives from the City of Port Angeles, a representative from Exeltech, and two representatives from Primo Construction. I have also reviewed structural site visit reports#1 and#4 for the parking garage. Based on the inspection and a review of the documentation noted above the following additional information is requested from the engineer- 1 The engineer shall address the migration of the cracks in the deck slab from the time of the July 30 2008 inspection (report#4)to present. Based on Exhibit A, provided by Primo Construction, a number of the cracks have increased in length and additional cracks have occurred Please address the recommendation in site visit report#4 that no physical crack control measures be implemented for at least two years Also provide proposed recommendations for repair of the cracks in the upper deck slab 2. The engineer shall provide an analysis of the cracks occurring in the post-tensioned (PT) beams at the inside face of the concrete shear walls in the east/west direction. There are three semi-vertical cracks which have developed at each end of each PT beam near the inside edge of the concrete shear walls. These can be seen on pictures#1 #2, #3, and#4 Please address the fact that the stirrup spacing shown on detail 8/S8 changes at this same location and the fact that the shear walls appear to be providing vertical support of the PT beams 3 Please address the cracking in the west wall of the structure along Grid Line 0 1 Provide an explanation as to cause of cracks and proposed repair methods if any These cracks occur at a number of locations and can be seen in pictures#8, 9 10 11 12, 13, 14 15 16, and 17 4 The engineer shall address the cracking issues noted in items 1 through 3 above with any required fixes and shall provide a statement that the cracking noted above, with any proposed fixes, does not compromise the structural integrity of the structure. Please call me if y u have any further questions on this matter Sincerely r 2QI� Tracy Gudgel, P E. Fc: JN 08091 i r 09 / 23 / 2008 W 09 / 23 / 2008 �z �i 09 / 23 / 2008 4 ch) not 40 Cr 4 � Y � t ' r r r. . .! E 09 / 23 / 2008 09 / 23 / 2008 i 7 09 / 23 / 2008 BOOZ/ EZ/ 60 t u = 1 09 / 23 / 2008 r or 9. T � bt ar -al r �k o-a yr OL �~ $p[ r� . dFi a y i i ti Y • � AY x�I� -q_ w - s � 09 /23 /2008 k - . 9 - � _ < % , • \ , ` ,z�iw �2 ° - ` { \ @ � $ @ ■ � 09 / 23 / 2008 09 / 23 / 2008 L I N M N 07 O r � + t �• 09 / 23 / 2008 r 09 / 23 / 2008 CITY ORT STELE •► W A S H I N G T 0 N, U S A / DATE. October 1, 2008 T O Jim Mahlum, Engineer FROM Jim Lierly, Building Inspector Community&Economic Development Department SUBJECT GATEWAY PARKING GARAGE (WEST) The Department of Community& Economic Development has received the final report from Zenovic & Associates Inc concerning structural issues with Gateway west parking garage (See attached documents) Secondarily, as we have previously discussed, the parking layout does not meet the requirements of the City of Port Angeles I know you are working on a resolution, but, for the record, the layout and striping must be corrected in order to issue final occupancy and final for the structure There may be additional corrections required as we work through routine final inspections As of this time, these are/ak of conce that I am aware of that need your immediate attention As alwayss subjec to field approval Please feel free to coyou e any questions Ji Lierly, Building Inspector 417-4816 off or 808-0534 cell cc Nathan West Sue Roberds r'. n ,Z Rrigkt E—ngineering Inc Consulting Structural and Civil Engineering See tracked revision onpage 2 September 30,2008 BEI# 116.03R Parametrix,Inc. Attn:Stan Cruse,Project Manager 2102 N Pearl Street,Suite 301 0 Tacoma,WA 98406 Q RE. PORT ANGELES INTERNATIONAL GATEWAY—Plaza Deck NOV 1210 D Response to Mr Tracy Gudgel Comments p OF C/T y e'°t.ofco PORT mm�n'tY D NGFC Dear Stan. e�e/open The following is our response to the information request by Mr.Tracy Gudgel in his letter to Mr Jim Lierly dated September 22,2008. Item 1 Delamination/Spall under PB3 at Grid 8/B has been monitored by the contractor and CM since it was first observed.Our field reports from site visits have noted our observations,opinions,and recommendations. The following are beam Dead Load(DL)and Live Load(LL)reactions under beams supported along Grid 8 Beams PB3 and PB5 at 8B and 8C,respectively Total DL=215k and LL=50k Beams PB5A,PB7 and PB7 at 8D 8D3 and 8D6,respectively—Total DL—_87'and LL—_5 0 k Total DL(Dead Load)are all permanent loads including pavers,topping and soil.Minimum width of bearing required under total ultimate Dead Load is under 5' which is approximately 51/z that Mr. Gudgel measured at the deepest location. Item 2. During the site visit of August 21 2008,we observed some horizontal and diagonal hairline cracks on the wall emanating from the bottom corner of the framing beams along Grid 8.These cracks coincide with the reentrant corner of the wall blockout for the PT beam as well as the location of concrete anchors that supported the horizontal walers.The temporary walers were installed to facilitate backfill behind the wall before the plaza deck was placed.These cracks are not of concern since they may have developed even if the beams were not present because of the reentrant comer. 1809 ,A A, jvike On I '_ttla WA)8101 381 1 p{. 200.&25-;77 1 Fn nh.07 85I InFo 4��}ylnkany.om a� r- 1 ' 6Mr Stan Cruse,AIA,LEEDv.2 AP September 30,2008 Page 2 of 2 Item 3 Our site visit report dated September 2,2008,cited by Mr Gudgel,noted the observed cracks and + crack pattern,and when they were first noticed by the field personnel.Again,it was reported that t they were first observed during a period of elevated temperatures.The crack location and pattern doeso[,fit flexural or shear cracks and we did not attempt to determine the cause simply because of iag"r. the inordinate number of variables,including temperature.The slab is reinforced for temperature in that direction. Item 4 We have provided our best technical explanation in our letter dated September 19 2008.Please note that beam PB5 on Grid 8C has the same magnitude of reaction as the beam in question,but higher post-tensioning force;and that the vertical rebar in the wall extends through the construction joint beam pocket into the beam.This restrains the beam from rotating freely as noted in our last letter The presence of sand and silt was reported in our site visit report dated March 19 2008.The infiltration of silt occurred before the waterstop was placed around the construction joint. Item 5 We have observed the cracks and have recommended in our letter dated September 19 2008,that the topping slab and pavers be placed on the deck,and have recommended repairs be made after that.This repair could be made just like the others ahead of adding loads to the deck,but we think it is prudent to impose all permanent loads before repair is made. To conclude,cracks are inherent in any concrete structures,and as the Structural Engineer of Record,we have no reservation for the placement of topping slab and pavers,and we welcome any technical proof that states otherwise. Please contact me if you have any questions. Best regards, Ade J Bright,PE,SE erigkt -E-nginee-r+ng Inc Consulting Structural and Civil Engineering v-, September 30, 2008 BEI# 116 03R �1����. Jed S Parametnx' Inc. I Attn. Stan Cruse,Protect Manager 2102 N Pearl Street, Suite 301 �Qv Tacoma,WA 98406 FILE LS O RE PORT ANGELES INTERNATIONAL GATEWAY—Plaza De f or �A, O? Response to Mr Tracy Gudgel Comments ypeNop�Fs Dear Stan. The following is our response to the information request by Mr Tracy Gudgel in his letter to Mr Jim Lierly, dated September 22,2008 Item 1 Delamination/Spall under PB3 at Grid 8/B has been monitored by the contractor and CM since it was first observed. Our field reports from site visits have noted our observations, opinions, and recommendations. The following are beam Dead Load (DL) and Live Load(LL) reactions under beams supported along Grid 8 Beams PB3 and PB5 at 8B and 8C,respectively-Total DL=215k and LL=50 k Beams PBSA, PB7, and PB7 at 8D, 8D3 and 8D6,respectively—Total DL=87 k and LL=50 k Total DL(Dead Load) are all permanent loads including pavers, topping and soil. Minimum width of bearing required under total ultimate Dead Load is under 5",which is approximately 5%2"that Mr Gudgel measured at the deepest location. Item 2 During the site visit of August 21,2008 we observed some horizontal and diagonal hairline cracks on the wall emanating from the bottom comer of the framing beams along Grid 8 These cracks coincide with the reentrant comer of the wall blockout for the PT beam as well as the location of concrete anchors that supported the horizontal walers. The temporary walers were installed to facilitate backfill behind the wall before the plaza deck was placed. These cracks are not of concern since they may have developed even if the beams were not present because of the reentrant corner � e V 6 Mr Stan Cruse,AIA,LEEDv.2 AP September 30,2008 Page 2 of 2 Item 3 Our site visit report dated September 2, 2008, cited by Mr Gudgel,noted the observed cracks and crack pattern, and when they were first noticed by the field personnel. Again, it was reported that they were first observed during a period of elevated temperatures. The crack location and pattern does fit flexural or shear cracks and we did not attempt to determine the cause simply because of the inordinate number of variables, including temperature. The slab is reinforced for temperature in that direction. Item 4 We have provided our best technical explanation in our letter dated September 19,2008 Please note that beam PB5 on Grid 8C has the same magnitude of reaction as the beam in question,but higher post-tensioning force; and that the vertical rebar in the wall extends through the construction point beam pocket into the beam. This restrains the beam from rotating freely, as noted in our last letter The presence of sand and silt was reported in our site visit report dated March 19, 2008 The infiltration of silt occurred before the waterstop was placed around the construction joint. Item 5 We have observed the cracks and have recommended in our letter,dated September 19, 2008,that the topping slab and pavers be placed on the deck, and have recommended repairs be made after that. This repair could be made just like the others ahead of adding loads to the deck,but we think it is prudent to impose all permanent loads before repair is made. To conclude, cracks are inherent in any concrete structures, and as the Structural Engineer of Record, we have no reservation for the placement of topping slab and pavers, and we welcome any technical proof that states otherwise. Please contact me if you have any questions. Best Te Yrds, 3 F 1 kz, e J Brig , PE SE s 19813 4 �sjCNAL �'1 Prlgkt -[—ngineering Inc Consulting Structural and Civil Engineering September 30, 2008 S - BEI# 116 03R ��VIM,- JIBS Parametnx, Inc. f, a Attn. Stan Cruse,Protect Manager 1010 2102 N Pearl Street, Suite 301D6RLE 0 Tacoma,WA 98406 oh RE PORT ANGELES INTERNATIONAL GATEWAY—Plaza Dei f or., Response to Mr Tracy Gudgel Comments ��UoeNGF 4o�FS Dear Stan. The following is our response to the information request by Mr Tracy Gudgel in his letter to Mr Jim Lierly,dated September 22,2008 Item 1 Delamination/Spall under PB3 at Grid 8/B has been monitored by the contractor and CM since it was first observed. Our field reports from site visits have noted our observations, opinions, and recommendations. The following are beam Dead Load (DL) and Live Load(LL)reactions under beams supported along Grid 8 Beams PB3 and PB5 at 8B and 8C, respectively-Total DL=215k and LL=50 k Beams PB5A, PB7, and PB7 at 8D, 8D3 and 8D6,respectively—Total DL=87 k and LL=50 k Total DL(Dead Load) are all permanent loads including pavers, topping and soil. Minimum width of bearing required under total ultimate Dead Load is under 5",which is approximately 5'/s"that Mr Gudgel measured at the deepest location. Item 2 During the site visit of August 21, 2008, we observed some horizontal and diagonal hairline cracks on the wall emanating from the bottom comer of the framing beams along Grid 8 These cracks coincide with the reentrant comer of the wall blockout for the PT beam as well as the location of concrete anchors that supported the horizontal walers. The temporary walers were installed to facilitate backfill behind the wall before the plaza deck was placed.These cracks are not of concern since they may have developed even if the beams were not present because of the reentrant corner � b C PLL5 6 Mr Stan Cruse,AIA,LEEDv.2 AP September 30,2008 Page 2 of 2 Item 3 Our site visit report dated September 2, 2008, cited by Mr Gudgel,noted the observed cracks and crack pattern, and when they were first noticed by the field personnel. Again,it was reported that they were first observed during a period of elevated temperatures. The crack location and pattern does fit flexural or shear cracks and we did not attempt to determine the cause simply because of the inordinate number of variables, including temperature. The slab is reinforced for temperature in that direction. /10 C Ct�G Item 4 We have provided our best technical explanation in our letter dated September 19,2008 Please note that beam PB5 on Grid 8C has the same magnitude of reaction as the beam in question,but higher post-tensioning force; and that the vertical rebar in the wall extends through the construction Joint beam pocket into the beam. This restrains the beam from rotating freely, as noted in our last letter The presence of sand and silt was reported in our site visit report dated March 19, 2008 The infiltration of silt occurred before the waterstop was placed around the construction joint. Item 5 We have observed the cracks and have recommended in our letter,dated September 19, 2008,that the topping slab and pavers be placed on the deck, and have recommended repairs be made after that. This repair could be made Just like the others ahead of adding loads to the deck, but we think it is prudent to impose all permanent loads before repair is made. To conclude, cracks are inherent in any concrete structures, and as the Structural Engineer of Record, we have no reservation for the placement of topping slab and pavers, and we welcome any technical proof that states otherwise. Please contact me if you have any questions. Best Te rds, _ `A4 /I' c�e J Brig t,PE SE C , 19813 R:ti L SS14NAL ��G A 41 CUIFN.G'INEE�j���G , �. c � s IAN D'SUkNtVJNNG: ' Priv k- ..k,. ,,_.. y ' `+ 3 `Ft., &. HO, VIP e & ASSOCIATES 301 East 6th Street,Suite 1 Port AngelesNashmgton 98362 1 N C 0 R P 0 R A T E D (360)417-0501 September 29 2008 Fax(360)417-0514 E-mail:zenovic@olympus.net Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway—West Parking Garage Dear Mr Lierly This is a follow up to the inspection I performed with you at Gateway West Parking Garage on September 23, 2008. This inspection included several representatives from the City of Port Angeles, a representative from Exeltech, and two representatives from Primo Construction. I have also reviewed structural site visit reports#1 and#4 for the parking garage. Based on the inspection and a review of the documentation noted above the following additional information is requested from the engineer- 1 The engineer shall address the migration of the cracks in the deck slab from the time of the July 30 2008 inspection (report#4)to present. Based on Exhibit A, provided by Primo Construction, a number of the cracks have increased in length and additional cracks have occurred Please address the recommendation in site visit report#4 that no physical crack control measures be implemented for at least two years Also provide proposed recommendations for repair of the cracks in the upper deck slab 2. The engineer shall provide an analysis of the cracks occurring in the post-tensioned (PT) beams at the inside face of the concrete shear walls in the east/west direction There are three semi-vertical cracks which have developed at each end of each PT beam near the inside edge of the concrete shear walls These can be seen on pictures#1 #2, #3, and #4 Please address the fact that the stirrup spacing shown on detail 8/S8 changes at this same location and the fact that the shear walls appear to be providing vertical support of the PT beams 3. Please address the cracking in the west wall of the structure along Grid Line 0 1 Provide an explanation as to cause of cracks and proposed repair methods if any These cracks occur at a number of locations and can be seen in pictures#8 9 10 11 12, 13 14 15 16 and 17 4 The engineer shall address the cracking issues noted in items 1 through 3 above with any required fixes and shall provide a statement that the cracking noted above, with any proposed fixes, does not compromise the structural integrity of the structure Please call me if y u have any further questions on this matter Sincerely Tracy Gudgel P E o��tis cToti Fc: JN 08091 1r 4 R �tOFESFJSGlpS14�' D ° �M(g CSO USST RUC6 u yoxy flbwc. Project Manager James Bartee 970 Carlsborg Road Sequim,WA 98382 Project Superintendent Roland Ordona (360)683-5447 Fax(360)683-6475 Project Gateway e-mail: rolando@primoconstructioninc.com Project No 702203 SHORT DURATION SCHEDULE Date. 25-Sep-08 /.'= Month SEPTEMBER SEPTEM BER SEPTEMBER/OCTOBER OCTOBER Work Items Week Previous Week Current Week 2nd Week 3rd Week Subcontractor Day S M T W TH' F I S S M T WITH F I S S M T W TH F S S M T W THI F S Date 14 15 16 17 18 19120 21 22 23 24 25126 27 28 29 30 1 2 3 4 5 6 7 8 —9][-10— 11 Progress/Principal Meeting X/P X X TRANSIT BUILDING Mechanical X X X X X X X X/EX X Miller Sheet Metal Flooring/Tile X X X X X X X X X X X X Rubenstein's Stucco/Ceiling Tile X X X Goettlin Paint/Sealers X X X X X Hoggatt Toilet Partitions X X X Primo Electrical X X X X X X X X X X X X X X X Olympic Electric Plumbing X X X X X X X X X X Cool Water Pavilion/Plaza/Clock M E.P X X X X X X X X X X X X X X X X X X X X Oly Elec./Cool water/Miller Sitework X X X X X X X X X X X X X X X X X X X X Primo Painting/Sealing D R X X X X X X X X X Hoggatt Concrete Finish X X X X X X X X X X X X X X X X X X X X Primo Elevator X X X X X X X X X X/P X X X X Schindler "T Line Pre X/F X X P X X/F X X X X X X X X X X X X IPrimo WEST GARAGE Deck Sealing X X X X X X X X X X X Primo Structural Steel X X X X X X X X X X X X X X X X X X X X Primo Bike Racks S/> / X/C Primo C = Complete D = Delay R = Resume S = Start X= Progress c I . OjRTANGELES, -- WASHINGTON, U S A a� MEMO September 24, 2008 DEPARTMENT TO Nathan West, Director OF COMMUNITY FROM. Sue Roberds, Planning 14 & ECONOMIC Jinn Lierly, Building Inspector DEVELOPMENT RE Gateway Inspections Nathan West Following is a short history of events surrounding a recent inspection at the Director 417-4751 Gateway construction site that caused Jim Lierly, Building Inspector, to ask for an outside inspector to verify certain discrepancies at the site. Sue Roberds Planning Manager Jim Mahlum asked Jim Lierly to do a site inspection in review of signage at the 417-4750 Gateway site. While there, the two Jims walked through the plaza parking area. Scott Johns Jim Mahlum pointed out significant spallmg in the concrete and cracks in an Associate Planner overhead beam. It was determined after a group conversation in the office that 417-4752 Tracey Gudgel from Zenovic &Associates would be contacted to review the Daniel Bialzik engineering issues. Jim Mahlum agreed. Excel Tech was contacted and requested Assistant Planner to provide engineering data immediately 417-4804 Tracy Gudgel and Jim performed a site visit, and Tracy noted the cracking and Jim Lierly Building Inspector expressed concern with cracks in an overhead beam. He wanted to know if the 417-4816 cracks were due to deflection. Jim Lierly asked for pertinent engineering info from Excel Tech rep Ingo Ingo said their engineer was working on the matter and they Patrick Compliance, would forward reports and all data pertaining to the issue to Jim Lierly ASAP It Code Compliance, Building Inspections was expected that the data would be received by the City by the following Monday 417-4712 (9/8) The information was not received by the Building Division until Thursday (9/18) of the following week. Jim Mahlum had received some information in a Linda Pangrle timely manner but did not forward it to Jim Lierly until a week later because the Permit Technician 417-4815 Information was incomplete. Fax Tracey again reviewed the Information and determined that the data was still not 360-417-4711 complete enough for him to make a determination. Jim Lierly then Issued an e- mail to Exel Tech stating that no further loading or pouring of concrete or heavy equipment could occur on the (east)plaza deck. He also spoke in person with the contracting site manager(Roland) This was short of a stop work order and meant for the plaza deck only Later that day, Jim L phoned Roland to verify receipt of the email and to make sure he understood the direction. Roland supplied Jim L. with an e-mail from Exel Tech s Ingo stating "DO NOT stop work unless a red tag is posted." (Copy of email in file) Jim L. contacted Ingo and assured him that this was a partial stop work on the deck of the plaza and, if necessary, a stop work order would be issued. He agreed to stop work until the matter is resolved. RECOMMENDATION. Continue stop work, or issue a stop work order if work is not stopped until engineering is received to ensure that work is sound. P FORMS\Sue's Daily Work\GatewayMemo.wpd AL R G­ 301 East 6th Street,Suite I & ASSOCIATES Port Angeles,Vlashington 98362 6x(360)417-0514 E-mail:zenovic@olytnpus.mz September 15 2008 Mr Jim Liady Building Inspector City ofPort Angeles Department mfCommunity Development 321 East Fifth Street Port Angeles, VVAS8382 SUBJECT Port Angeles International Gateway Dear Mr Lier|y- Aaafo||ovvupioc|orifvmy |etterdatmdGapbernbar12' 2UOGvvamranaquestingthattha engineer provide structural calculations for the issues noted in the letter Due tothe extensive epa||ing/de|anninaUonatPB3 the engineer needs toprovide calculations to show that itis safe toadd additional load bzthe beam prior hzpouring mfthe topping a|ob There appears tobe only approximately 0inches ofbearing support remaining due to the extensive spal Ii ng/dela m i nation and the calculations must show that this is adequate prior to placing additional load The engineer shall also provide calculations using the actual temperature data for Port Angeles over the time period the cracks developed toshow that the cracks inbeam PB3 are caused bytemperature cracking and not caused bydeflection Based onthe documentation provided itappears that the npa||inQ/de|arhinabonot the east end of the other beams was minimal innature and otthe time ofnnyinspection some repair work had been performed The engineer shall provide calculations to show that the beam supports were not compromised bythis apa||ing/da|arninoUon Documentation and inspection reports shall also be provided to show that the repair work was performed 0omeet the satisfaction ofthe engineer Please call nno )fyou have any further questions onthis mattmr Sincerely TrocrGudge| P E. Fc: JN 08091 4 0�&� ASSOCIATES 301 East 6th Street,Suite 1 Port Angeles,Washington 98362 INCORPORATED (360)417-0501 Fax(360)417-0514 E-mail:zenovic@olympus.net September 12, 2008 Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly As you know I have performed an inspection at the site noted above to review the spalling/delamination under the east ends of the post tensioned beams and also the cracks in beam P133 I have also reviewed the correspondence regarding this issue which you dropped off at my office. Based on my inspection and review of the documentation it is my recommendation that no additional weight be added to the structure until the engineer has addressed the issue of whether the structural integrity of beam P133 and its support wall have been compromised by the spalling/delamination at the east end. The engineer should also address the vertical cracks in the beam and provide justification that these cracks are truly expansion/contraction cracks due to temperature changes and not due to deflection in the beam The repair work for the spalling/delamination issues already performed at the east end of the other beams should also be addressed Please call me if you have any further questions on this matter Sincerely, Tracy Gudgel, P E. Of Ir WA Fc: JN 08091 AI Fc: `eco 2777 r � SSf�N��G (9/18%2008) Sue Roberds-'Memo on Inspection...._.......__.... From Nathan West To, Sue Roberds Date: 9/17/2008 5 00 PM Subject: Memo on Inspection Attachments: PA International Gateway of Sue, Please work with Jim to provide me with a draft memo(addressed to DCED)on this issue that I can use for discussions with Glenn and Jerry The memo should detail how we arrived at the attached letter and have the following specifics: 1 The reason or purpose of any inspections dates)and time� .The items/issues of concern identified during those inspections -3' Identification of correspondence and other details referred to in Tracy's letters i Summary of recommendatio;e; Jim and/or Tracy as a result of those inspections including any actions to be taken by the developer 5. Please reference and attach tters from Tracy �l,� Thanks Nathan >>>James Lierly 9/15/2008 1143 AM >>> Jim Lierly Building Inspector City of Port angeles 360-417-4816 it ierly(�citvofoa.us >>> 'Nikki Dawley' <zenovicCaolympus.net> 9/15/2008 11.31 AM >>> Here you go. Thank You, Nikki Dawley Zenovic&Assoicates,Inc. (9/23/2008) Nathan West- Fwd- Gateway Page 1 From James Lierly To: Nathan West; Sue Roberds Date: 9/23/2008 8 49 AM Subject: Fwd Gateway Attachments: Itr scan 09-22-08 tif; 1 jpg, 2.jpg, 3.jpg, sketch of Nathan I have just received this email and wanted you to have time to read the letter I will forward to all when you give me the go ahead. Jim Lierly Building Inspector City of Port angeles 360-417-4816 jlierly@cityofpa.us >>> 'Tracy Gudgel' <tracy@zenovic.net> 9/23/2008 8:35 AM >>> Jim, Here is the letter my sketch,and three of the pictures originally sent. The remaining pictures are in the original hard copy you picked up this morning.When I open up the letter on my computer in this email both pages including my signed stamp which Stan Cruse stated wasn't there. Since public works was in a hurry for this letter I did not reference the picture number in the report. Please see below for a description of the the three pictures I am sending attached. Picture#1 shows the extent of spalling(6 1/2 maximum)and the dirt and fines on the bottom of the beam. Picture#2 shows the 45 degree crack extending out from the bottom corner of the beam on the north side. Picture#3 shows a small void in the bottom of the beam,it also shows the dirt and fines that would inhibit bonding between the beam and the wall. Tracy Gudgel Zenovic&Associates,Inc. Record of Communication Staff Member Name J i m L 1 F- iZUE4JU ate Name of Individual Contacted. 1� , e Subject: �.cJO Issues discussed. kk C�y�/,ZdS JI ;v, 11i1i6C Lemli-�6L�' L yvip f-L J l,,J zd& Z) rYtbn--F C I X--f Q ESQ' � cs Q w G 4 v o4A L eyLis- - IM V 1� d1:24 ! , G fec (1) C G 4-) 4/2/2009 Nathan West Fwd Gateway Page 1 From James Lierly To: Nathan West; Sue Roberds Date: 9/23/2008 8 49 AM Subject: Fwd Gateway Attachments: Itr scan 09-22-08 tif; 1 jpg, 2.jpg, 3 jpg, sketch of Nathan I have just received this email and wanted you to have time to read the letter I will forward to all when you give me the go ahead. Jim Lierly Building Inspector City of Port angeles 360-417-4816 jlierly@cityofpa.us >>> 'Tracy Gudgel' <tracy@zenovic.net> 9/23/2008 8:35 AM >>> Jim, Here is the letter my sketch,and three of the pictures originally sent. The remaining pictures are in the original hard copy you picked up this morning.When I open up the letter on my computer in this email both pages including my signed stamp which Stan Cruse stated wasn't there. Since public works was in a hurry for this letter I did not reference the picture number in the report. Please see below for a description of the the three pictures I am sending attached. Picture#1 shows the extent of spalling(6 1/2 maximum)and the dirt and fines on the bottom of the beam. Picture#2 shows the 45 degree crack extending out from the bottom corner of the beam on the north side. Picture#3 shows a small void in the bottom of the beam, it also shows the dirt and fines that would inhibit bonding between the beam and the wall. Tracy Gudgel Zenovic&Associates, Inc. f' ( 3 POGGEMEYER SEP 9 4 ong3 DESIGN GROUP 4 September 22,2008 Mr James Bartee Owner Primo Construction, Inc. 970 Carlsborg Road Sequim,WA 98382 Dear Mr Bartee: ' RE: Port Angeles International Gateway West Parking Garage Port Angeles,WA In regards to the concrete cracking,the following commentary is presented: 1. Wall crack repairs can be implemented any time after 90 days of pouring,as about 2/3rds of the total shrinkage has already occurred. It is not necessary to wait two years,as was recommended in our site visit report of July 30,2008. It is now understood that waiting two years may not be a viable option in terms of completing the project. Furthermore,the amount and degree of cracking from the 90 day period to the two year period is likely not to be significant. 2. The epoxy injection method is appropriate for wall repairs. 3. The cracks at the elevated deck can be repaired with a crack healer/penetrating sealer A product such as Sikadur 55 SLV is appropriate for this application.According to the manufacturer, it"penetrates/seals surface of slabs from water absorption,chloride-ion intrusion,and chemical attack."It also"structurally improves the concrete surface" 4. The Sikadur product will require pre-treatment under the cracks,so the product does not leak out. Use a product below the cracks such as Sikagard 670W(acrylic base)or Sikatop 144(cement base).These product have been recommended by the manufacture to work with the surface sealer S. The deck sealer may be used locally or over the entire surface of the deck. It is recommended that a trial crack be address initially to assess installation techniques and measure performance. 6. As always,apply the products in strict accordance with the manufacturer's recommendations. 512 8th Street South,Suits 2021 Kirkland,Washington 98033 1 P 425.827.59951 www.poggemeyer.00m " POGGEMEYER DESIGN GROUP Port Angeles International Gateway West Parking Garage September 23,2008 Page 2 Should you have any additional questions or comments, please feel free to contact US. Regards, Robert Bourdages, P.E. Principal Poggemeyer Design Group, Inc. P� O. B0V'QO aogj SOF% i or ~ z 7 � t,7 Y6NAL CIVIL ENGINEERING LAND'SURVEYING & ASSOCIATES 301 East 6th Street,Suite 1 2Port Angeles,Washmgton 98362 I N C O R P O R A T E D (360)417-0501 Fax(360)417-0514 E-mail:zenovic@olympus.net September 22, 2008 Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly As requesting this is a foll�p to my previous letters and to the meeting I attended this morning with yourself Gfenn Cutler Jim Mahlum Nathan West, and Sue Robards to clarify the information we are requesting prior to pouring the topping slab on the project. After the meeting I again visited the site and took pictures and created a basic sketch of what is occurring at the bearing point of beam PB3 and the wall to send to Ade Bright. I spoke with Ade this morning prior to the meeting and told him I would send him additional pictures and information so that he could see the diagonal cracks in the wall below the beam as well as the depth of the spalling/delamination under the beam that was discussed this morning The following information is requested prior to allowing placement of the topping slab 1) Calculations shall be provided to justify the September 22 2008 letter from Bright Engineering that repairs are not required prior to final loading It appears based on my inspection and as shown in the attached photos that the spalling/delamination extends for a depth of 6 '/2 into the wall This leaves only approximately 5 1/2' of bearing at the wall The calculations shall justify that the remaining bearing area is adequate to support the additional loads imposed by the addition of the topping slab 2) There are also two cracks extending down the wall diagonally below the beam PB3 one at approximately 45 degrees and one at approximately 60 degrees, as shown on my attached sketch which I mentioned to Ade this morning There is also a horizontal crack in the approximately in line with the bottom of the beam This horizontal cracking can be seen in several locations along the east wall line. It should be noted that there are stress cracks extending downward in the walls from near the corners of every beam where they interface with the walls along the west and east sides of the structure which were noted in my inspection today The cracking in the walls shall be addressed in the calculations and letter of response y 3) Bright engineering shall also address the vertical cracks in beam P133 located west of PB11 which extend through the beam and into the slab In previous documentation reviewed by this office is was noted that they are temperature cracks. Bright Engineering shall provided calculations using City of Port Angeles temperature data to justify that these cracks were caused by expansion or contraction due to temperature changes. 4) The engineer shall provide an explanation as to why the cracks and spalling/delamination noted above have occurred It should be noted that in my conversation with Ade this morning he feels that the spalling was caused by bonding between the wall and beam and that it occurred as the inside face of the beam lifted off the wall During my inspection this morning there appears to be no indication of bonding between the wall and the beam and in fact there is a fine layer of dirt and fines left on the bottom of the beam which would inhibit bonding 5) The certifying engineer shall provide in writing an assurance that the spalling and cracking issues have been inspected and that it is safe to proceed with construction specifically the addition of the topping slab along with the other permanent dead loads. It is the opinion of this office that additional permanent dead loads should not be placed on the structure until the items noted above have been addressed to the satisfaction of the building department. That said as was discussed this morning in the meeting it is my opinion that the contractor may proceed with the use of man lifts to finish work on the pavilion and clock tower forming on the deck for the topping slab and placement of the bridge deck concrete while the issues noted above are being addressed Please note that additional questions may arise based on the comments received and additional documentation may be required. Please call me if you have any further questions on this matter Sincerely, Tracy udgel P E. Fc: JN 08091 08 N i r r "s LL,,,JZ7 �a" a 2k v� Volo uq'o/j �v �s J � I r• s 11 6p A ; 09 / 22 / 2008 m CO N N N CD O I _ I - • i 7; All - .1, y . � Q I qtr K` 09 / 22 / 2008 lk • 1 jig A r 09 /22 /2008 ,t. 09 / 22 / 2008 , t 1 r 1 Y per- 4 .r, lti . 09 / 22 / 2008 1. hP y j s • a a ♦ a dr T n 09 / 22 / 2008 p t { I a yf s 09 / 22 / 2008 J� ,p 1 P :•S ,1, f • �t 0 1 AIL It • 1 ,� S l 09 / 22 / 2008 f q r r ►- . r•,7 s + 09 / 22 / 2008 8002 / ZZ / 60 _ �a f N -ak 09 / 22 / 2008 09 / 22 /2008 r L i fi 1r- 09 / 22 / 2008 7 Uric��'c n�!neer!n Inc Consulting StrRECHWED an !vi FT CITY OF PORT ANGELES Dept.of Community Development September 19 2008 BEI# 116.03R Parametrix, Inc. Attn. Stan Cruse, Project Manager 2102 N Pearl Street, Suite 301 Tacoma,WA 98406 RE PORT ANGELES INTERNATIONAL GATEWAY Plaza Deck Dear Stan This letter is in response to James Dugan s e-mail sent this morning regarding loading the plaza deck. In my site visit report dated September 2, 2008, and in my discussion with Ingo during my visit, I stated the topping slab as well as all superimposed loads, such as pavers, etc.,be placed on the plaza deck. The plaza deck beams and slab post-tensioning force was designed to support the weight of the concrete and all superimposed dead loads, and all other permanent added loads. - This post-tensioning force induces upward camber, and therefore tension,on the upper surface of the concrete deck until all design loads are in place. In order to alleviate any adverse long-term effects of not negating the post-tensioning forces, it is necessary, and without question, to add the topping slab and other loads on the plaza as designed. The addition of these loads would change the internal stresses in the beams and slabs as well as the camber and end rotation at the support to meet design requirements. The attached hand sketch illustrates the rotation at the end of the beams or slab The loading stages and load path mechanism is as follows. The Red Line is the original honzontal position of the beam, before PT while supported on falsework. When the post-tensioned(Blue Line), the beam lifts upwards (or hugs) and separates from the falsework. As a result, the ends of the beam would rotate such that the bottom of the beam moves away from the support (or wall in this case) This resulted in spalling of concrete directly below the beam support. Mr Stan Cruse,AIA,LEEDv.2 AP September 19 2008 Page 2 of When fully loaded (Green Line), the beam would deflect downward (or sag) and the beam-end rotation would push the bottom of the beam into the wall As stated in my field report,the spalls would be repaired after the topping and pavers are in place. Please call me if you have any questions. Best regards, e J Braga tC PE, SE -Pri,3kt C—ngneer,ng Inc. Consulting Structural 8 Civil Engineering 1848 P,venua Suite 1100 SeaMe,YVA 98101 (206)625-377 4 max(206)6254)185 4 info@bdghteng.com Pegtar,-'No. {Vn S UBJFCT —Vim BY s LL I O CL i m r � O t — Ui fl W co � Q •0 o W CITY OF , ORTP. NGELES A­ W A S H I N G T O N, U S A MEMO September 19, 2008 DEPARTMENT TO Nathan West, Director OF COMMUNITY FROM. Sue Roberds, Planning Manager &ECONOMIC Jim Lierly,Building Inspector DEVELOPMENT RE Gateway Inspections Nathan West Following is a short history of events surrounding a recent inspection at the Director 417-4751 Gateway construction site that caused Jim Lierly, Building Inspector, to ask for an outside inspector to verify certain discrepancies at the site. Sue Roberds Planning Manager Jim Mahlum asked Jim Lierly to do a site inspection in review of signage at the 417-4750 Gateway site. While there, the two Jims walked through the plaza parking area. Scott Johns Jim Mahlum pointed out significant spalling in the concrete and cracks in an Associate Planner overhead beam. It was determined after a group conversation in the office that 417-4752 Tracey Gudgel from Zenovic &Associates would be contacted to review the Daniel Bialzik engineering issues. Jim Mahlum agreed. Excel Tech was contacted and requested Assistant Planner to provide engineering data immediately 417-4804 Jim Lierly Tracy Gudgel and Jim performed a site visit and Tracy agreed that there was a Building Inspector concern with cracks in the overhead beam and wanted to know if the cracks were 417-4816 due to deflection. Jim Lierly asked for pertinent engineering info from Excel Tech rep Ingo Ingo also said their engineer was working on the matter and they would Patrick Bartholick forward reports and all data pertaining to the issue to Jim Lierly ASAP It was Code Compliance, expected that the data would be received by the City by the following Monday Building Inspections 417-4712 The information was not received until Thursday of the following week by Jim Mahlum but not forwarded to Jim Lierly until a week later because it was Linda Pangrle incomplete and Jim M. didn't want to forward incomplete information. Permit Technician 417-4815 Tracey again reviewed the information and determined that the data was still not Fax complete. Jim Lierly issued an e-mail to the contractor (Exel Tech) stating that no 360-417-4711 loading or pouring of concrete or heavy equipment could occur on the plaza deck; he also spoke in person with the site manager(Roland) This was short of a stop work order and meant for the plaza deck only Later that day Jim L phoned Roland to verify receipt of the email and to make sure ac understood the direction. Roland supplied Jim L with an e-mail from Exel - rech's Ingo who told Roland to continue vorkmg unless a stop work order was issued. Ingo replied "DO NOT stop work unless a red tag is posted. (Copy of email in file) Jim L. contacted Ingo and assured him that this was a partial stop work on the deck of the plaza and, if necessary, a stop work order would be issued. He agreed to stop work until the matter is resolved. RECOMMENDATION. Continue stop work,or issue a stop work order if work is not stopped until engineering is received to ensure that work is sound. TAFORMS\Sue's Daily Work\GatewayMemo.rvpd � Il CONSTRUCTION, INC Commercial&Residential Building Concrete Excavation Utilities Custom Homes Sand&Gravel September 19,2008 Ingo Goller Exeltech Consulting,Inc. 116 W 8h Street, Suite 120 Port Angeles,WA 98362 RE. Plaza Deck Delay Dear Ingo The intent of this letter is to inform Clallam Transit that Prim Construction,Inc. is currently experiencing delays on this project. These delays are the result of a"stop work"direction on the Plaza Deck,given by both the building inspector and Exeltech. Due to these circumstances,it is unclear at this time as to the impact to both the schedule and the cost of the project. Once this issue is resolved,we will gather all information necessary and submit it to you as part of our contractual agreement. Thank you for your attention in this matter Sincerely, 4nnifer Howe ct Administrator Primo Construction,Inc. 970 Carlsborg Road Sequim,WA 98382 (36o)683-5447 Fax(36o)683-6475 Cont.Uc.#PRIMOC1133P7 Bright -E—ng,neering Inc Consul ing Structural and Civil Engineering September 18, 2008 BEI# 116 03R Parametnx,Inc. Attn. Stan Cruse 2102 N Pearl Street, Suite 301 Tacoma, WA 98406 RE PORT ANGELES INTERNATIONAL GATEWAY Plaza Deck Dear Stan. This letter is in response to James Dugan s e-mail sent this morning regarding loading the plaza deck. In my site visit report dated September 2, 2008, and in my discussion with Ingo during my visit, I stated the topping slab as well as all superimposed loads, such as pavers, etc. be placed on the plaza deck. The plaza deck beams and slab postensioning force was designed to support the weight of the concrete and all superimposed dead loads, and all other permanent added loads. This postensioning force induces upward camber, and therefore tension,on the upper surface of the concrete deck until all design loads are in place. In order to alleviate any adverse long-term effects of not negating the postensioning forces, it is necessary, and without question, to add the topping slab and other loads on the plaza as designed. The addition of these loads would change the internal stresses in the beams and slabs as well as the camber and end rotation at the support to meet design requirements. Please call me if you have any questions. F L�n •9 Best re ards, iAdeJ Bngh , , SE v '' �xx t /. 'RALEt�C'` ' `ssI LW From Nathan West To: SueRobenjs Date: 9/17/30085'00PM Subject: Memo onInspection Attachments: PA International Gatevvaytif Sue, Please work with Jim to provide me with a draft memo(addressed to DCED)on this issue that I can use for discussions with Glenn and Jerry The memo should detail how we arrived at the attached letter and have the following specifics: 1.The reason orpurpose o[any inspactinn($daUe(o)and Ume(y) 2.The items/issues o[concern identified during those inspections 3 Identification of correspondence and other details referred to in Tracy's letters 4 Summary of recommendations from Jim and/or Tracy as a result of those inspections including any actions to be taken bythe developer S Please reference and attach the two letters from Tracy Thanks Nathan >^>James Uedyg/15/2OO8111jAM >p> ]imUedy Building Inspector City ofPort ange|os 360'*17'4010 ^»> 'Nikki Dawley' < ^9y15/ZOO8zz.]1AM >^^ Here you go. Thank You, Nikki Dawley zenov|c&Asso|caus,mc „« ?e ia� t 'ilr•,�a4� - F�,�:e°I"z,�Y,�t.:�.:�� '�` � � � �. `: i, f a'TTk '3I�f='G�i`r'�.�"�-` ""�' :gt�'.ii:x�^ `° "�, 4�&;,y;; n�• ,_..k�+� .: ;.qr^5�”, Y.. v: SIM a� ��IVIN,CY' G i' y{r �' I� - (h. «#! �'Si a:.s`'.&:... « -c1.' ..;'Y •yw�1! ��.. .M,};a�µ�e^wi',a_ J,^Y d:'- �;: .•''tY. �'��_ +raik,�"^i.' �`Sic.� 21' '�}' .:+t:.'�" _ _ w ,,, .�;. .:b"jH.»"�' «� =3..: $'�:p :�.'=<• 'f',t,VH.. _.,. �, ,� t�f.�s.�S'�iSp'3�tJ'[1'Y'.1:+�'1Y, ^a„a� 4L, ' ­iS C s t II & ASSOCIATES 301 East 6th Street,Suite 1 Port Angeles,Washington 98362 1 N C 0 R P 0 R A T E D (360)417-0501 Fax(360)417-0514 E-mail:zenovic@olympus.net September 15 2008 Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly- As a follow up to clarify-my letter dated September 12, 2008 we are requesting that the engineer provide structural calculations for the issues noted in the letter Due to the extensive spalling/delamination at P133 the engineer needs to provide calculations to show that it is safe to add additional load to the beam prior to pouring of the topping slab There appears to be only approximately 6 inches of bearing support remaining due to the extensive spalling/delamination and the calculations must show that this is adequate prior to placing additional load The engineer shall also provide calculations using the actual temperature data for Port Angeles over the time period the cracks developed to show that the cracks in beam P133 are caused by temperature cracking and not caused by deflection. Based on the documentation provided it appears that the spalling/delamination at the east end of the other beams was minimal in nature and at the time of my inspection some repair work had been performed The engineer shall provide calculations to show that the beam supports were not compromised by this spalling/delamination Documentation and inspection reports shall also be provided to show that the repair work was performed to meet the satisfaction of the engineer Please call me if you have any further questions on this matter Sincerely Trac Gudgel P E. �w4Ks o Fc: JN 08091 kr. �Ut��5f0;11ti� NOME= & ASSOCIATES 301 East 6th Street,Suite 1 Port AngelesMashington 98362 INCORPORATED (360)417-0501 Fax(360)417-0514 E-mail:zenovtc@olympus.net September 12, 2008 Mr Jim Lierly Building Inspector City of Port Angeles Department of Community Development 321 East Fifth Street Port Angeles, WA 98362 SUBJECT Port Angeles International Gateway Dear Mr Lierly As you know I have performed an inspection at the site noted above to review the spalling/delamination under the east ends of the post tensioned beams and also the cracks in beam P133. I have also reviewed the correspondence regarding this issue which you dropped off at my office Based on my inspection and review of the documentation it is my recommendation that no additional weight be added to the structure until the engineer has addressed the issue of whether the structural integrity of beam PB3 and its support wall have been compromised by the spalling/delamination at the east end. The engineer should also address the vertical cracks in the beam and provide justification that these cracks are truly expansion/contraction cracks due to temperature changes and not due to deflection in the beam. The repair work for the spalling/delamination issues already performed at the east end of the other beams should also be addressed Please call me if you have any further questions on this matter Sincerely Tracy Gudgel, P E. RI1��g Fc: JN 08091 T ?' (,t 327 SSIp�lvAL 6NG [(9/12/2008)JamesLierly RE_ Gateway Project Page 1 From Ingo Goller<igoller@xltech com> To Roland Ordono <roland@primosequim com> Date 9/12/2008 1006 AM Subject: RE Gateway Project CC Jennifer Howell <jen@primosequim com> James Lierly[Jlierly@cityofpa u Roalnd DO NOT stop work! A stop work order has not been issued Thank you contacting me but do not stop work unless I direct you to do so This is an issue relating to the delaminations in the east wall of the plaza garage and we are trying to keep Mr Lierly in the loop on the ongoing developments Ingo Goller PE Construction Manager Exeltech Consulting Inc 116 West 8TH Street, Suite 120 Port Angeles, WA 98362 igoller@xltech com Ph 360 417 3803 Fax: 360 417 3097 Sustainable Engineering Solutions for a Changing World * People Not Companies Deliver Projects Disclaimer- The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc Reuse of the files for any other purpose without authorization is strictly prohibited Exeltech Consulting Inc shall not be held responsible for any and all losses claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From Roland Ordono Sent: Fri 9/12/2008 9 56 AM To Ingo Goller Cc- Jennifer Howell Subject: FW Gateway Project Ingo I received this today and I don't see you CC'd on this Am I supposed to communicate with the building dept. directly? Is this a stop work order at the plaza deck? Please advise -Original Message- From James Lierly[mailto.Jlierly@cityofpa.us] Sent: Friday September 12 2008 9.05 AM To Roland Ordona Subject: Fwd Gateway Project >>> James Lierly 9/12/2008 9.02 AM >>> Jim Ingo I would like to have the engineers contact information that is responsible over the issues at the Gateway garage Also i would will need the full report for the issues in the Garage including but not [9/12/2008)James Lierly RE. Gateway Project , �_ Page 2 S 41 'A limited to the cracks in the beams (running east and west) r, Also provide the documentation for the west parking garage that details the parking spaces not meeting the requirements in the parking space's handout. Also any meetings and or correspondence for this project needs to be brought to my attention in advance At this point i do not want any work or loads added to the plaza deck until i have had time to review the data and consult with the engineer of record and our third party Jim Lierly Building Inspector City of Port angeles 360-417-4816 jlierly@cityofpa.us ________ __ _____9.��U Y � -�- �� � rage i or 2. Ingo Goller From: Ade Bright[ab@brighteng.com] Sent: Wed 3/5/2008 2:01 PM To: Ingo Goller, roland@primoinc.org, pb@olympus.net; 'Jennifer Howell' rh@olympus.net Cc: Roger Horton, Bill Alton; Jmahlum@cityofpa.us; Denis Miller* Lindsay Murray Subject: RE. Delaminated Concrete 6 _ Attachments: Ingo �1 I have a couple of question in looking at the picture 1 1 see some 3-2x around the beam. What are those for and are they embedded in the wall? 2. How deep is the delamination? Or is it scaling? Does the area have a hollow sound or crack around the yellow mark? It may be necessary to chip out concrete around that area. Ade Bright PE, SE Bright Engineering, Inc. From. Ingo Goller [mailto igoller@xitech.com] Sent:Tuesday, March 04, 2008 9 39 AM To: roland@primoinc.org, Patsy Busby [pb@olympus.net],Jennifer Howell, rh@olympus.net Cc: ab@brighteng.com, Roger Horton, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us], Denis Miller; Lindsay Murray Subject: Delaminated Concrete Attached picture shows the location of the delaminated concrete in the east plaza garage wall under the bearing seat of PB 3 Please provide a repair procedure including intended materials proposed for addressing the delaminated concrete At this time do not make any repairs until the engineer of record has reviewed the delaminated concrete and your proposed repair procedure Regards Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street,Suite 120 http.//mail xltech.com/exchange/igoller/Inbox/Projects/Gateway,'Construction/NE%20Retai 9/8/2008 JL ar,%+L V1 L ' Port Angeles,WA 98362 Ph:360.417.3803 Fax:360.417.3097 The attached files and/or text within this e-mail message are the property of Exeltech Consulting Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting, Inc shall not be. held responsible for any and all losses claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. http.//mall.xltecli com/exchange/igoller/lnbox/Pre;ects/Gateway/ConstructioniNE°%20Retai 9/8/2008 Page 1 of 1 AYou replied on 9/4/2008 7:57 AM. Attachments can contain viruses that may harm your computer Attachments may not display correctly Ingo Goller From: Stan Cruse[SCruse@parametrix.com] Sent: Thu 9/4/2008 6.53 AM To: Ingo Goller Cc: James Dugan;Jim Mahlum[Jmahlum@cityofpa.us],ab@brighteng.com Subject: Site Visit Report Bright Engineering Attachments: D Site Visit Report 090308.pdf(2MB) Ingo, Attached is Bright Engineering site visit report and recommendations as requested. Please call if you have any additional questions or need any additional clarification. Parametrix caalwd#n & — irrajFuiced de&'iocrre.—mdwf a q0wwe Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax-253 752.9865 cell: 360 710.6425 scruse@parametdx.com http.//mail.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2ORetai 9/8/2008 6 right C—ngineering Inc Consulting Structural and Civil Engineering SITE VISIT REPORT Project Name: Port Angeles International Gateway Project No 116.03R Date Prepared. September 2, 2008 Prepared for- Stan Cruse—Parametnx,Inc. Prepared By- Ade Bright,PE, SE I visited the site on August at the request of Ingo to observe the spall and continued delanunation of the wall dust below the east end(Grid B)of beam PB3 Conditions of the beams along the east wall were observed on March 11 2008 covered in the report dated March 19 2008 I was accompanied by Ingo and Tom(Exceltech), Rolland and Jim(Pnmo). Observations 1 Beam PB3 • Spalls under beams PB5 and PB5A have not increased and have been repaired. • Spalls under beam PB3 have expanded to the north and toward the bottom of slab as indicated on Figures 1 and 2. It has not extended to the south. Based on several observations, it does not appear that the delamination is a result of relative movement between the east wall and beam PB3 However in order to propose an effective repair,this possibility needs to be eliminated. Targets could be marked on the rebar as shown in Figure 2,near the soffit of the beam and another as low as possible, and a third at the base of the wall in line with the other two This could be measured over time to record any movement. It is my recommendation that this delammation not be repaired until after the topping slab is in place. It is expected that delammation would have stabilized and that delammated concrete up to the soffit of the slab would be removed and repaired. 2. Beam PB4(along Grid B) It was reported that hairline cracks in slab and around beam PB3 was first observed about three weeks ago This timeframe corresponds to a period of high summer temperatures and after about nine months of curing. An elevation of beam PB3 and the crack pattern is shown on Figures 3 and 4 180974A— Sita 1100 I S—tt�,\//A98101-1381 I pko 206.6,25.3777 I iw�:zo6.625.185i I of o 0�6rg�teng.om Port Angeles International Gateway Site Visit Report The crack in the slab leak in this area is primarily because of standing water on the plaza slab Figures 5 and 6. It is my recommendation that surface(brushed-on)applied crystalline waterproofing be applied on PT deck surface and waterstop grout around the void/nm of all stubouts on the PT deck prior to installing the topping slab. In addition,it is recommend that polypropylene fiber secondary reinforcing be added in the topping slab mixture. Pg.2 Port Angeles International Gateway Site Visit Report Fi ure 1 Gateway _East Garage i East Wall , '" Contractods.penciledy de-lam line t• Y 14� k,� (: Figure 2 R Upper Target s ;r Lower Target r . 1 Y Pg.3 Port Angeles International Gateway Site Visit Report Figure 3 Leak from hairline crack in slab rY a, Pg.4 6 Brigkt Qngineering Inc. Consulting Structural a Civil Engineering 1809 711 Avenue,suite 1100 • Seattle,WA 98101 • (206)625-3m • Fax(206)625-0185 • into@bdghteng.wm o f'417 e r'£! . oJECT No. s��<< SUBJECT DATE 7 BY 3a vD Q, � Z E o A4 r t 1 V �If•' T - r�. s ��r a„ :r, � » �� •� ,i•.. sy.i rte~ �' �'� ;'1fi ',•<� ,.3,�ti' ki`�14i�e:.ter• r q-,`. 2008) Sue Roberds Parking lane width-- From <mmadsen@priorityone-advisors com> To <Sroberds@cityofpa.us> Date 9/12/2008 10:25 AM Subject: Parking lane width Sue This email is to confirm our phone conversation this morning I did not and would not have approved a parking drive aisle with a width of only 18'when the parking angle is 90 deg The minimum that I would have even discussed would have been 20' and then only if the parking stall depth was also 20' IE, 20-20-20 = 18-24-18 Hope all is well Mark Mark E. Madsen PriorityOne Advisors <mailto mmadsen@PriorityOne-Advisors com> mmadsen@PriorityOne-Advisors com 360 460 5885 r �C/�/ ,: ��� ��� .� �� �� ,�r(�� Ort' U— e,✓ r s Page 1 of 3 ,•,rM (Attachments can contain viruses that may harm your computer Attachments may not display correctly Ingo Goller From: Roger Horton Sent: Mon 8/18/2008 9:34 AM To: Santosh Kuruvilla;Abdul Chahim Cc: Ingo Goller Subject: RN• Gateway East Wall Delamination Attachments: D Ss852579A.ipg(940KB) 0 SS852578.iPg(2MB) D SS852576.ipg(2MB) Ss852580A.ipg(866KB) Please review and give thoughts on extent of delamination Regards, Roger E. Horton, P.E. Deputy Director of Transportation Exeltech Consulting, Inc. 2590 Willamette DR NE, Suite 101 Lacey WA 98516 rhorton@xltech.com P 360.357 8289 C. 360 915 4147 F 360.357.8225 Sustainabe Engineering Solutions for a Changing World*People,Not Companies, Deliver Projects Disclaimer-The attached files and/or text within this e-mail message are the property of Exeltech Consulting, Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting,Inc.shall not be held responsible for any and all losses,claims or liabilities associated with the unauthorized use,interpretation or modification of the files or text. http.//maii.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2oRetai 9/8/2008 Page 2 of 3 1 J ` From: Ingo Goller Sent: Sunday, August 17, 2008 4 21 PM To: ab@brighteng.com; Stan Cruse [scruse@parametrix.comj, rkugen@parametrix.com, jdugan@parametrix.com Cc: Roger Horton,Tom Ellis; Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us], Lindsay Murray Subject: Gateway - East Wall Delamination Attached are four pictures that shows the more severe portion of the delamination under the bearing seat for PB 3 The delaminated area has expanded about 150% since it was first identified after the stressing of the beam. Please have Ade arrange a site visit as soon as possible to review this condition in person and provide a recommended repair A question to consider is 'What is the structural impact of the delamination that is up to 6 5' in depth and has exposed three vertical bars and at least one horizontal bar?" A second question to consider 'What is the structural service life impact?' Minor delaminations have also occurred at the other beam bearing locations except for the north beam. Ade still needs to provide the load limit calculations for the plaza deck. Regards, Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street,Suite 120 Port Angeles,WA 98362 Ph:360.417.3803 http.//mail.xltech.com/exchange/igoiler/Inbox/Proj ec.ts/Gateway/Construction/NE%2ORetal 9/8/2008 Page 3 of 3 Fax:360.417.3097 The attached files and/or text within this e-mail message are the property of Exeltech Consulting Inc. Reuse of the files for any other purpose without authorization is strictly prohibited. Exeltech Consulting Inc shall not be held responsible for any and all losses claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. http.//mail.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2ORetai 9/8/2008 Gateway East Garage East Wall y ; Contractor's penciled } de-lam line e a �3 I i o� ' � � nidi;✓ .� ,t tl. .t r 7 n �t•�r� 1f ' 6 x J -A 9 t;�• 1 Gateway # ' T East Garage 3 x P. 3 } East Wan . 3(yTu�" e_ 08 / 15 / 2008 V, �vx ft l4k 7 �1000 0 At 14- vf 4, x W49L ez -Y vf# 10 JW )T,WK As 1A y2f PREPARED 7/30/08 14 20 39 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 7/30/08 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PHONE OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS provide access to remove hvac/roof access ladder sprinkler is in the way of using ladder safely BLI O1 6/13/08 JLL BLDG INSULATION 6/13/08 AP June 13 2008 8 57 31 AM 1pangrle RANDY 461 1391 EXTERIOR INSULATION- June 13 2008 4 19 05 PM jlierly BL3 02 6/13/08 JLL BLDG FRAMING 6/13/08 AP June 16 2008 5 33 14 PM 1pangrle FRAMING June 16 2008 5 34 14 PM 1pangrle BLCG O1 7/30/08 LL BLDG CEILING GRID July 30 2008 8 45 35 AM 1pangrle RANDY 461 1391 CEILING GRID COMMENTS AND NOTES °f`0 '4"� CITY OF PORT ANGELES T FN DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION �v 321 EAST 5TH STREET PORT ANGELES, WA 98362 Application Number 06 00001042 Date 7/14/08 Application pin number 715806 Property Address 123 E FRONT ST ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0000 Tenant nbr name CLALLAM TRANSIT SYSTEM Application type description COMM NEW CONST Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 2717673 Application desc GateWay Transportation Center MAIN BLDG Owner Contractor Clallam Transit System O R� �r i rn0 ans-"oln 3: jc 830 W Lauridsen Blvd ,-„76 C PORT ANGELES WA 98363 `c,,C, (360) 452 1315 c/ �tllly�� �A q 3-Z Other struct info TOTAL % LOT COVERAGE 28 50 NUMBER OF STORIES 2 00 -3(0) 683 � LOT SIZE 79715 00 PROPOSED LOT COVERAGE 22791 00 TOTAL LOT COVERAGE 22791 00 NUMBER OF UNITS 1 00 ?gyp �-�c Permit PLUMBING PERMIT Additional desc BACKFLOW PROTECTION \� �A Permit pin number 130013 xl v Permit Fee 17 00 Plan Check Fee 00 ,l (}� r`% JJJJ Issue Date 7/14/08 Valuation 0 Expiration Date 1/10/09 .frame/ Qty Unit Charge Per Extension BASE FEE 10 00 1 00 7 0000 ECH PL-OTHER BACKFLOW 2 OR LESS 7 00 4d Special Notes and. Comments This project will require a seperate permit and fire alarm plans for review Address numbers shall be plainly visible from the street Address numbers shall be a minimum of six inches high and be of contrasting color from the background Owner is responsible for ongoing fire alarm system inspection and maintenance per the current addition of NFPA 72 Owner is responsible for ongoing fire sprinkler system inspection and testing per the current addition of NFPA 25 This project will require seperate permit and fire sprinkler plans for review Call for cover inspection for all sprinkler installations A full acceptance test will be required for all fire alarm systems Separate Permits are required for electrical work,SEPA,Shoreline ESA,utilities,private and public improvements This permit becomes null and void if work or construction authorized is not commenced within 180 days if construction or work is suspended or abandoned for a period of 180 days after the work has commenced or if required inspections have not been requested within 180 days from the last inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. © c Date Print N e Sign atur of Contractor or Authorized Agent Signature of Owner(if owner is builder) T.Forms/Building Division/Building Permit(10/01/07).wpd BUILDING PERMIT INSPECTION RECORD CALL 417-4815 FOR BUILDING INSPECTIONS CALL 417-4735 FOR ELECTRICAL INSPECTIONS CALL 417-4807 FOR PUBLIC WORKS UTILITIES PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED POST PERMIT INA CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE. INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO FOUNDATION- FOOTINGS SHEAR WALLS/WALLS FOUNDATION DRAINAGE/DOWNSPOUTS PIERS POST HOLES(POLE BLDGS.) PLUMBING UNDERFLOOR/SLAB ROUGH-IN WATER LINE(METER TO BLDG) GAS LINE FINAL DATE ACCEPTED BY. BACK FLOW/WATER AIR SEAL WALLS CEILING FRAMING JOISTS/ GIRDERS SHEAR WALL/HOLD DOWNS WALLS/ROOF/CEILING DRYWALL(INTERIOR BRACED PANEL ONLY) T-BAR INSULATION SLAB WALL/FLOOR/CEILING MECHANICAL HEAT PUMP/FURNACE/DUCTS GAS LINE WOOD STOVE/PELLET/CHIMNEY FINAL DATE ACCEPTED BY. COMMERCIAL HOOD/ DUCTS MANUFACTURED HOMES FOOTING/SLAB BLOCKING&HOLD DOWNS SKIRTING PLANNING DEPT SEPARATE PERMIT N's SEPA. PARKING/LIGHTING ESA. LANDSCAPING SHORELINE. FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCYIUSE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO ELECTRICAL LIGHT DEPT 417-4735 ELECTRICAL LIGHT DEPT CONSTRUCTION R.W /PW/ CONSTRUCTION R.W ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT .,PLANNING.DEPT 1417-4750 PLANNING DEPT BUILDING 417-4815 BUILDING T Forms/Building Division/Building Pernut(10/01/07),wpd OF pORT,N,O CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION v 321 EAST 5TH STREET PORT ANGELES, WA 98362 Page 2 Application Number 06 00001042 Date 7/14/08 Application pin number 715806 Special Notes and Comments 10/03/2006 03 42 PM KDUBUC A KNOX locking keybox will be required for Fire Department access Contact the Fire Department at 417 4653 for KNOX locking keybox ordering and location information 10/03/2006 04 00 PM KDUBUC 10/03/2006 03 43 PM KDUBUC A fire extinguisher will be required in the elevator machinery room 10/03/2006 03 44 PM KDUBUC Contact the Fire Department for recommended fire sprinkler system FDC locations 10/03/2006 04 01 PM KDUBUC Fire sprinkler riser rooms must be labeled on exterior doors Electrical load calculations and elctrical permits are required Sanitary sewer connection inspection is required by Public Works prior to back fill of ditch 24 hour advance notice is required Construct driveway and Sidewalks to City Standards No concrete with exposed aggregate allowed in the City road right of way An inspection by Public Works Engineering is required prior to prouring concrete Other Fees SEWER SYSTEM DELV CHARGE 6960 00 STATE SURCHARGE 4 50 PW WATER SYSTEM USE FEE 12600 00 Fee summary Charged Paid Credited Due Permit Fee Total 17 00 17 00 00 00 Plan Check Total 00 00 00 00 Other Fee `Ictal 19564 50 19564 50 00 00 Grand Total 19581 50 19581 50 00 00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) M T.Forrms/Building Division/Building Permit(10/01/07).wpd 1 BUILDING PERMIT INSPECTION RECORD s: CALL 417-4815 FOR BUILDING INSPECTIONS CALL 417-4735 FOR ELECTRICAL INSPECTIONS CALL 417-4807 FOR PUBLIC WORKS UTILITIES PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WOR.KBEFO:ZE INSPECTED AND ACCEPTED POST PERMIT INA CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE. INSPECTION TYPE DA'L'E ACCEPTED COMMENTS YES NO FOUNDATION- FOOTINGS SHEAR WALLS/WALLS FOUNDATION DRAINAGE/DOWNSPOUTS PIERS POST HOLES(POLE BLDGS.) PLUMBING UNDERFLOOR/SLAB ROUGH-IN WATER LINE(METER TO BLDG) GAS LINE FINAL DATE ACCEPTED BY. BACK FLOW/WATER AIR SEAL WALLS CEILING FRAMING JOISTS/ GIRDERS SHEAR WALL/HOLD DOWNS WALLS/ROOF/CEILING DRYWALL(INTERIOR BRACED PANEL ONLY) T-BAR INSULATION SLAB WALL/FLOOR/CEILING MECHANICAL HEAT PUMP/FURNACE/DUCTS GAS LINE WOOD STOVE/PELLET/CHIMNEY FINAL DATE ACCEPTED BY. COMMERCIAL HOOD/ DUCTS MANUFACTURED HOMES FOOTING/SLAB BLOCKING&HOLD DOWNS SKIRTING PLANNING DEPT SEPARATE PERMIT H's SEPA. PARKING/LIGHTING ESA. LANDSCAPING SHORELINE. FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO ELECTRICAL LIGHT DEPT 417-4735 ELECTRICAL LIGHT DEPT CONSTRUCTION R.W /PW/ CONSTRUCTION R.W ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT PLANNING DEPT k 41. 4750 PLANNING DEPT BUILDING 417-4815 1 1 1 1 BUILDING T Forms/Building Division/Building Permit(10/01/07).wpd 0,pOuT,14. BUILDING PERMIT APPLICATION Print in ink "r CITY OF PORT ANGELES For City Use Onl Attn Building Permit Technician Date Received -09 �! 321 E. Fifth St. Port Angeles WA 98362 Permit# (360) 417-4815 fax (360)417-4711 \ `� Date Approved Applicant or Agent � Phone r Property Owner 494 Phone Property Owner's Address T-C �- Contractor/Engineer �a,��Q,�P�. („� Co��r;w„� otic Phone Contractor/Engineer's Address qF,3-z-) _C-e5 _ putn License # flrJ0 Sic 63 Q Z Expires --5/c PROJECT ADDRESS Parcel Number Lot Zoning Project Type & Brief Description. ❑ Residential ❑ Commercial 3/fj❑ Multi-family ❑ Industrial Check all that apply lt, ci ❑ New Construction GcJu � �lrt �J IP/C(y,\ktq ❑ AdditionI In c -, ❑ Remodel d 14 c 1 s f L,e,p ❑ Repair ❑ Re-roof ❑ Demolition ❑ Heat System ❑ Heat pump ❑ wood-burning stove ❑ gas fireplace ❑ pellet stove ❑ other ❑ Other Floor Areas Existing(sq. ft.) Proposed(sq. ft.) Basement @ $ per sq ft. _ $ 1 st Floor 2nd Floor 3`d Floor Garage Carport Covered Porch Deck Shed Other TOTAL VALUATION $ Total footprint of structures sq ft. T Lot size sq ft. = Lot coverage % Max. height of proposed structures ft. Occupancy group #of bedrooms Will a lawn sprinkler system be installed? Occupant load #of full baths Will a fire sprinkler system be installed? Construction type #of half baths /have read and completed this application and know it to be true and correct. /am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required, and to obtain permits prior to working on projects. c� r Date v Print Name c-219%-t Signature T Forms Bu ld ng Divis, n/Bldg Permit Appl. 2006 ode coc 71 'Pa .3. 'n���T-,„u:y'�,'.`ew = u ',5'�its'• ' '• �,.. .�. ?w�SY„' �y i,21 .21 ,rte $',#� �+:% C _ ,,"^ :�' .';<, •��a,�' 'day ' I k .$28 "dY•F.i.. �} r4 � ;fir. ��•'s-` 222� •' ' i.• � aA• .31 w v . YP� 17��� ' roar �� � �`., •,' v • 14'r r ro`• a 1 mom° 123 ' .?rt'• r 'v B ,"�,,.` � R.F.�.°' .�' •`y,„iy"fa1•�v •, J.a-}� i y f" t� ".4 - 126 201. 124 is Oda. .4- -Prigkt -Lncgineering inc Consulting 5ircicturc l ond'Ovil Engineering Memo Dofe. July 11 2008 PAID--1 16 03R AI To. Stan Cruse,Pararnetrix, Inc. 2102 N'Pearl Street,Suite301- 'Tacoma;WA:98406 From: Ade J'Bnght RE: Port Angeles,Iintermational.Gateway Brick Overhaing BeIoW,Parapet As,requested, this is.to confirm that staggered buck overhang above window'head.wag.considefe :in thedesign and reflected in the calculations with regatds to seismic. �-- N Brink anchors are'placed at l 6'x 1`6''grids#o coincide with stud spacing;and the overhangs longer, Anchors were specified and corifinned to be installed.by.the contractor Please refer,to sections Cl and C2/A6.03'and,A/S2.08 Please call!,rf'yI u have any questions. 1. 5S�i V- cc' 'Signed, Acle J Bright,PE, SE 7/8/2008)James L_ierly SW Plaza Stair pdf _ Page 1 f 4 I Iw it 9 t L C O Ks s xxarrxtei rH 4ur ennm6. iga .aQt3'i 1+raa �75;a[ P't55a_ F85td'/uAm '.6582' ! ...�� i P53T nti4,a' :5' t Ald PM- F%vA 117 C•6583,'. -R. AN - li 3`5• -3 'fat3v _ t•03 a k:l7t a _1.I atYn.$£;M,-4tt 5F' k'.�5. � � �..f,Rtm ... �4rA' .. 9'.9y1s .._tOit._ �a' Psi t:�t'A�LH._��,S•77,13G,. ?} _��. �5 'p;:5o 1"). PYSS _ SS,CEslt4, 'P-,9f!Y , 9... A16- . I ' .. 29.1 G445} AS k 751A .4 'A _ �� �T baa..� `y eta 2 s B. 6 f 54 _Ptu3C>Au7. .. 4 � er, i Ptd I ,,. P25S p M Z t td h - ` 7FiA MA i2-41WAA N. Wil�*y� Ft9Y +, w,M q,,''"ti.�, `:; `,•.� � `�� i pt87�� � .was � 11�`--�\ CITY OF.PORT ANGELES—Con0mcNion.Plans � a�� � ,, ✓ DETAIL The Issuance of this.permit based upon these.plans,spedfl- cations and other data iFmll not preven e building official i �4• yi_ from,thereafter.requiring the correctionof errors in said plats, specifications and other data, or from preventing building operations being carried on thereunder when in • ;, violation of all codes and ordinances of this jurisdiction. ''" (g€&FJ8N383 NI 1loil •ng l`nrlra l , 3 `' 7 Approval Date NP198 5.51 .Wt • '�GRr 1Can, _ _ __ - - _ PR87Y RL�AA6 - «`•wif Puai a . _ ._ _ - .. �P �. 21$ � P`'�(�'/ �. Mn � idq.lutt NM �_ �,aa.etw�we :• ,. PR MO CONSTRUCTION 1 RAILING 4h4ad .711A � "' tf 7 4UTM.Y7rtnY6Ftuffn*c&m GRIM SV=TM AU WE=.WJRft, PFE6 L9RA11T iDt�:a'" °" - - .. . 6,.5e+ARV$Llt3G8. :' ,.. errs..?i.-vnra'.sxr .v arrr�-. T42e'�'1� m74.ttr A� �� �CV11-1 13:-21516- 2'-81316 1012 2'-1015 t6 3'-47is 276 T-3116 L 38CD'o N �j 1a 735. f8 '65$. �fi s� CD Cl) � j f•;p 0$9 f 3'-2316 •�w 2'-0316 f `�: . � 31 g 616 .fi1fi c ey 1t 1{ 'yt .8 311 f �\ �f I• ! -P ORT NGELES A, `® W A S H 1 N G T 0 N, U S A s MEMO COMMUNITY DATE June 30, 2008 ECONOMIC TO Nathan West DEVELOPMENT Marls Madsen FROM Scott K. Johns, AIC City Manager 417-4501 Gateway signage Sue Roberds After reviewing the plans for signage at the Gateway Transportation Center at Planning Manager Front and Lincoln Streets, I have the following comments 417-4750 1 Proposed freestanding signs. The plan calls for 2 free standing signs of Nathan West 10 square feet each. Section 14.36 070A(4) PAMC indicates that in the Deputy Directorr CBD, buildings may have one freestanding sign in addition to the 417-4751 signs allowed on the building. This is regardless of the number of buildings on the site or number of businesses operating from the site Scott Johns The freestanding sign located at the corner of Front and Lincoln would Associate Planner be the more sensible location for a single freestanding sign. 417-4752 No structural information or color rendering was provided for the Jim Lierly freestanding signs. Building Inspector "Harbor Plaza and Gateway Transit Center" may not be the final choice 417-4816 for the name of the project. 2 Proposed wall mounted signs. Two wall mounted signs are proposed, Linda Pangrle one facing Front Street mounted parallel to the south side of the Permit Technician structure, the other facing west,parallel to the west face of the building. 417-4815 Both signs are 16 feet long by 1 foot, 8 inches high or a total of 26 6 Patrick Bartholick square feet. Both signs are well below the maximum allowed 20% of Compliance Officer the building fagade area. The pavilion area has not been calculated into 417-4712 these figures Even though the signs meet the allowed sign area, it appears that the Fax. 360-417-4711 signs may cover the decorative brick patterns in the wall construction. 3 Directional/informative signage a. Sign#4, restroom directional sign to be placed on the north side of the building may be confusing and cause pedestrians additional steps to locate the restroom entries. This sign's location or design should be rethought. b Sign#17, No Trailer/RV's located at the north and south ends of the parking ramp structure are proposed to be white lettering on a brown background. These may be more readable if they F; .. ', .. Mrte— F ,S w. _ - .�•ro.ar s :{.`s-�1d.�•�.j;""s'.Px:.Lb;�'s 'S ;t �jy,; ~'� -zf� it 'S' ~ were black lettering on a yellow bacxground, similar to other traffic warnings signs c Signs#18, Low�Clearance 7' 6" located at1he north entry to the parking ramp and at the entry to the parking area below the plaza is also proposed to be white lettering on a brown background. These may also be more readable if they were black lettering on a yellow background. For both #1.7 and#18, a high color contrast on a reflective surface is recommended. The-informational signage proposed appears to be consistent with color standards for similar signage, i.e , green lettering on a white background for general parking information, blue lettering on white background for restrooms and accessible parking areas, and white lettering on brown background for recreational information (bicycle storage areas) The signs proposed do not include several messages that are important to adequately inform the public Additional public information signs should include messages about skateboarding, bicycling, and rollerblading in the downtown area per the Port Angeles Municipal Code. These signs need to be located in several locations. Also lacking is signage that differentiates between long-term, short-term, and permit parking and directions to the locations of such parking. A design template for tenant's signs must also be included. An informational kiosk concept for the site has been discussed. This will unify the signage for leased parking, public parking, and public uses areas for the entire site. Consistent sign design for the entire project will provide a quality look and provide flexibility for future changes of use or occupancy and will eliminate the need to revisit the sign issue if changes in use do occur Color renditions of all proposed signage must be submitted for review This is especially important for the commercial signage to allow staff to evaluate the appearance of the entire sign package. TRANSMITTAL MEMO e x e I t e c h Date: June 26 2008 Re. W G —Stairway& Railing Dwgs. To- Jim Mahlum Engineering Job#• 0635 City of Port Angeles 325 E 4th St. Gateway Transportation Center Port Angeles WA 98362 City of Port Angeles The following is transmitted ❑ As requested X For approval X For review/comment ❑ For your use ❑ For correction and,resubmittal ❑ Copies Date No. Description 1 5/22/08 ProDraft, Inc. Dwgs. E7 703A—712A, &W167 W216 Remarks: Submitted for Jim Lierly review O� t� n� Signed: ----- � d Ino Gofler, PE J�v1 r cc: File Lacey Office Port Angeles Office Seattle Office 2590 Willamette Dr NE,Suite 101 116.W 8th Street,Suite--120 615 2nd Avenue,Suite 660 Lacey WA 98516-1325 Port Angeles,WA 98362 Seattle,WA 98104-2228 (360)357-8289 (360)417-3803 (206)623-9646 (360)357-8225 Fax (360)417-3097 Fax (206)623-9658 Fax -r- ;` _ s.. CONSTRUCTION, INC Port Angeles International Gateway Center SUBMITTAL FORM SUBMITTAL NO- Div 05 DATE 06/03/2008 SECTIONS 05120 PCI# 702203 P196,-P201,P203-206,P208-215, W702.A, W710.A-712.A,P207 &P216 ENGINEER. Poggeme er Desi Group, Inc ADDRESS 512-6"' St. So Ste 202,Kirkland, WA 98033 PHONE. 425 827 5995 GC Pnmo Construction,Inc CONTACT Patsy Busby ADDRESS 970 Carlsborg Rd., Se uim, WA 98382 PHONE 360 683 5447 X 234 SUPPLIER. CONTACT ADDRESS PHONE SUBMITTAL CONTENTS SHOP DRAWINGS PRODUCT DATA/SPECS INSTALLATION DATA X CALCS /TEST DATA MANUFACTURER S RECOMMENDATIONS MANUFACTURER'S WARRANTY OPERATING INSTRUCTIONS INSTALLER CERTIFICATIONS MATERIAL CERTIFICATIONS SAMPLES COLOR SELECTION REVIEWED COMMENTS OTHER. ANY CHANGES MADE BY Contractor's Comments. SUBMITTALS,ECT ARE SUBJECT TO AR¢211 �REVIEW. BY: tt DATE: B Pats BusbyPRIMO CONSTRUCTION,INC. 970 Carlsborg Road,Sequim,WA 98382 360.683.5447 X 234 360.683.6475 fax pb@olympus.net pr1� j-/mnr 0 V CONSTRUCTION, INC Port Angeles International Gateway Center SUBMITTAL FORM SUBMITTAL NO- Div 05 DATE 05/28/2008 SECTIONS 05123-01 PCI# 702203 W Parking Garage N Stair ENGINEER. Pog eme er Design Group, Inc ADDRESS 512-6h St. So Ste. 202,Kirkland, WA 98033 PHONE 425 827 5995 GC Primo Construction, Inc CONTACT Patsy Busby ADDRESS 970 Carlsborg Rd., Se uim, WA 98382 PHONE 360 683 5447 X 234 SUBMITTAL CONTENTS & X I SHOP DRAWINGS �3 PRODUCT DATA/SPECS INSTALLATION DATA CALCS /TEST DATA MANUFACTURER'S RECOMMENDATIONS MANUFACTURER S WARRANTY OPERATING INSTRUCTIONS INSTALLER CERTIFICATIONS MATERIAL CERTIFICATIONS SAMPLES COLOR SELECTION OTHER. Contractor's Comments. By Patsy Busby 970 Carlsborg Road,Sequim,WA 98382 360.683.5447 X 234 360.683.6475 fax pb@olympus.net FB 14X2 x 612 114 L 4 114 2- 160 r 00 p196 N a0 r- ❑REVIEWED ❑REVIEWED AS MODIFIED Lj/REVISE AND RESUBMIT NOT REVIEWED ENTIRE 51A01TTAL Reviewed only as to general conformity with the design concept.The Engineer does not warrant or represent that the im Irmation contained on tti;;arawing is either acc,irate or complete. !� -sponsibility for correct design,details and a;uns shalt remain,with the party si ,t Ig tl,e drawing. �yE n. Si"N GROUP INC. U Date. O o No In assembly 1 711A 1 712A P196 FBI/4X2 A36 2 0'-61/2' 30.23 0.9 MARK L SIZE I GRADE I No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 6047 1 8 PRO DRAFT INC DRAWING NUMBER: W [P 196] #205-12332 Pattull0 Pl. CONTRACT NO- PROJ # PLOT DATE 06/03/2008 PH-804,58H42h FAX:W Sag 7747 Surrey B.C. V3V8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 I Website: mpmdraffingcom C)1'4 0 FB14X2 x 8 114 512 114 2- 160 I'loo p197 N 00 r No In assembly 3 711A 3 712A p197 FBI/4X2 A36 6 0'-v 36.94 11 MARK LSIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1 221 65 6 8 PRO DRAFT INC DRAWING NUMBER. W [p 197] #205-12332 Pattull0 PI. CONTRACT NO- PROJ # PLOT DATE 06/03/2008 Surrey B.C.WV K3 REVISION TEXT FOR APPROVAL PH-604 589 642S FAYAn4.QA 7747ISSUE DATE. 00100/0000 Websk ymprodraftapm 1,40- F1314X2 x 10 P198 N No in assembly 2 702A P198 F81/4X2 A36 2 0- 10' 45.98 14 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 9197 28 PRO DRAFT INC DRAWING NUMBER. W [p 1981 #205-12332 Pattull0 PI. CONTRACT NO- PROD # PLOT DATE 06/03/2008 Surrey B.C.V3V 8C3 REVISION TEXT FORAPPROVAL ISSUE DATE 00/00/0000 Webs47 ite: ww. worodraf inc.can o' FB14X2 x 43 F/pl99 N ----------- No In assembly 2 702A P199 FBI/4X2 A36 2 0'-4 3/4' 22.46 0.7 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 4493 14 PRO DRAFT INC DRAWING NUMBER. W [p 199] #205-12332 P2ttuli0 PI. CONTRACT NO- PROJ # PLOT DATE 06/03/2008 Surrey B.C.V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 PH-MO-6425 FAXAWRY774�--Wel b:—www.nrodraMncc�a---- o F1314X2 x 212 p200 N No In assembly 2 702A p200 FBI/4X2 A36 2 0'-21/2' 12.23 0.4 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 24 47 07 PRO DRAFT INC. DRAWING NUMBER: W [p 200] #205-12332 Pettull0 Pl. CONTRACT NO" PROJ # PLOT DATE 06/03/2008 Surrey B.C.V3V 8C3 RE25 Y.sn4.QQ 7747VISION TEXT FOR APPROVAL ISSUE DATE 00/00!0000 0REVISON FBl4X2 x 658 p201 N No In assembly 2 702A p201 FB1/4X2 A36 2 0'-6 5/8' 30.90 0.9 MARK SIZE I GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 61 80 19 PRO DRAFT INC DRAWING NUMBER: W [p 201 ] #205-12332 Pattullo PI. CONTRACT NO• PROD # PLOT DATE. 06/03/2008 Surrey B.0 V3V 8C3FAY-BMW 7747 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 Wehsfte: wnuw.nrodraftinc com o' FB38X3 12 x 612 114 1, 4 714 2- 160 p203 N r r M sl M r No In assembly Z 711A 2 712A p203 F63/8X31/2 A36 4 W-61/2" 1 52.97 2.4 MARK I GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1 21188 1 97 PRO DRAFT INC DRAWING NUMBER: W [p 203] #205-12332 Pattullo Pl. CONTRACT NO- PROJ # PLOT DATE_ 06/03/2008 PHJUM464A FAX,_Rn4 SH 7747 Surrey B.C.V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE. 00/00/0000 0 5'-7 p204 A A N 134 78 p204 co c L r M� t0 (o co c+') 1316 A - A No In assembly 1 702A p204 PL3/16X7 A36 1 5'7' 992.88 25.7 MARK SIZE GRADEI No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 99288 257 PRO DRAFT INC DRAWING NUMBER: W [p 204] #205-12332 Pattullo PI. CONTRACT NO- PROJ # PLOT DATE 06/03/2008 PH-604 589 6425 FAX-fiU 589 7747Surrey B.C.V3V8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 0 5'-7 (PL316X21 58 x 5'-7") p205 B fA A B 4 4 M M M V7 Lo 0 NOD p205 A - A co 316 10 1116 34 cfl p205 ,00 A co 00 � M 238 5 334 11116 134 (n'p) 1158 N B - B No In assembly 1 702A p205 PL3/16X_ 21 34" A36 1 5'7' 2934.83 771 MARK SIZE GRADE I No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 293483 771 PRO DRAFT INC DRAWING NUMBER: W [p 2051 #205-12332 Pattullo PI. CONTRACT NO- " O PROJ # PLOT DATE 06/03/2008 Surrey B.C.V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 0 5'-7 (PL316X21 58 x 5'-7") /,211 A A 316 10 1116 34 "o co p+6 -D co co � 11116 1158 134 (NP) A - A No In assembly 15 702A p206 PL3/16X_ 21 34' A36 15 5,-7' 3012.15 79.2 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 45182.24 11878 PRO DRAFT INC DRAWING NUMBER: W [p 2061 #205-12332 Pattull0 Pl. CONTRACT NO- PROJ # PLOT DATE. 06/03/2008 Surrey B.C.V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE. 00/00/0000 Website: w,!.mdrafincmm o• PIPE_1-14"0 SCH 40 x 4'-0 1316 1316 p208 R1316 - - - - - - - - - - - - - - - - -- - - - — — R 1316 No In assembly 12 71 OA p208 PIPE_1-1/4'0_SCH._40 A53 12 4-0" 24446 9.1 MARK SIZE GRADE No. I LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1 2933.48 109.3 PRO DRAFT INC, DRAWING NUMBER. W [p 208] #205•-12332 Pattullo Pi. CONTRACT NO- PROJ # PLOT DATE 06/03/2008 Surrey B.C.V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE. 00/OO/0000 Websfte mumdraftinc.can o' F-CETTSTYMOM=- 1 037301,7757-' PIPE 1-14"Q1_BCH. 40 x 5'-4 1316 1316 p209 R 1316 7 - - - - - - - - - - - - - - - - - - -- - - - - - - - 81316 No In assembly 7 71 OA p209 P1PE_1 1/4'PJ_SCH._40 A53 7 5'-4 327.61 12.1 MARK SIZE GRADE No. LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 2293.30 85 PRO DRAFT INC DRAWING NUMBER: W [p 209] #205-12332 Paltullo Pl. CONTRACT NO• PROJ # Surrey PLOT DATE. 06/03/2008 PH'6945896425 FAX-fiD4 589 7747 B.C.V3V$C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 No,' 813p210 16 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1316 PIPE_1-14"Q3_SCH. 40 x V-5316 No In assembly 4 71 OA p210 PIPE_1 1/4"0_SCH_40 A53 4 1-5 3/16° 87.28 3.3 MARK SIZE GRADE I No. LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 349 12 13.1 PRO DRAFT INC, DRAWING NUMBER: W [p 210] #205-12332 Pattullo Pi. CONTRACT NO- PROD # PLOT DATE. 06/03/2008 PH,604 589 6425 FAX-Q 589 7747Surrey B.C.V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE. 00/00/0000 o. r PIPE_1-14"0 SCH 40 x V-5316 1316 p211 No In assembly 1 710A p211 PIPE_1-1/4'Yd_SCH._40 A53 1 3'-5 3/16" 211.80 7.8 MARK SIZE GRADE No. LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1 21180 78 PRO DRAFT INC. DRAWING NUMBER: W [p 21 1 ] #205-12332 Pattullo Pl. CONTRACT NO- PROD # PLOT DATE 06/03/2008 Surrey'V589 fd25 AX,AnA AN 7717 B.C.V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 1316 p212 8 1316 — — — — — — — — — — — — — — — — — — — — — — — — — — — — - - - - - - - - - - - - - - - - - - - - - - - - - - - -� I I I I co I I I I I � I I co 4 r- cfl M 2'-214 2' 1014' (ABT)-7No In assembly 3 71 OA p212 PIPE_1 1/4"0 SCH._40 A53 3 2'-9 1/2" 168.99 6.4 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 50696 191 PRO DRAFT INC DRAWING NUMBER. W [p 212] #205-12332 Pattullo Pl. CONTRACT NO- PROJ # PLOT DATE 06/03/2008 Surrey B.C.V3V 8C3 wsw REVISION TEXT FOR APPROVAL ISSUE DATE. 00/0010000 WnhcOn rcnAraAinc mm O PIPE_1-14"P_SCH 40x5'-778 5r16l-P 138 P213 �P - - - - - - - - - - - - - - - - - - - - - 71316 6138 N 516 T A 1116 R - -�p213 78 A - A No In assembly 15 711A 15 712A p213 PIPE_1 1/4'0-SCH_40 A53 30 5-77/8' 348.03 12.9 MARK SIZE GRADE No. LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1044103 3865 PRO DRAFT INC DRAWING NUMBER: W [p 213] #205-12332 Pattullo Pl. CONTRACT NO• PROJ # PLOT DATE 06/03/2008 Surrey B.C.V3V 8C3 REVISION TEXT FOR APPROVALFAY-AnA;RQ 7717ISSUE DATE. 00/00/0000 Wefsite wm4,nmdraftinc.cam Io' PIPE_1-14V_SCH 40 x T-21116 138 CN 71316 p214 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 516 1116 1116 p214 R18 7 — — — — - - A - A No In assembly 2 711A 2 712A P214 PIPE_1-1/4"Od-SCH_40 A53 1 4 3'2 11/16' 19641 7.3 MARK SIZE GRADE No, LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 78564 29.4 PRO DRAFT INC, DRAWING NUMBER; W [p 214] #205-12332 Pattullo Pi. CONTRACT No- PROD # PLOT DATE. 06/03/2008 Surrey B.0 V3V 8C3 REVISION TEXT FOR APPROVAL5897747 ISSUE DATE 00/00/0000 Wersile wuw.omArnflinc crvn o' p215 N 2516 No In assembly 4 711A 4 712A p215 ROD1/4 A36 8 0'-4 3/16' 3.36 0.1 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 2691 O 5 PRO DRAFT INC DRAWING NUMBER: W [p 215] #205-12332 PattUllo PI. CONTRACT NO- PROD # PLOT DATE 06/03/2008 Surrey B.0 FAX-604.0 7747V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 draftinc wm o MC12X10.6 x 17'-9716 IT-31516 5916 358N co ?78 6S8 /7131C 12 42 v co Lo oo co N N ti ro 1. u co O 12 co 9151671316 n N 51116 31316 138 1078 No In assambl 1 702A 702A MC12x10.6 A36 1 1 1T-97116° 1 6008.80 187.6 MARK SIZE GRADE No. LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1 6008.80 187.6 PRO DRAFT INC. DRAWING NUMBER: W [702.14] #205-12332 Pat41110 PI. CONTRACT NO: PROD:# 1 PLOT DATE. 06/03/2008 Surrey,B.C.V3V 8C3 PHIffidag REVISION TEXT. FORAPPROVAL I ISSUE DATE: 00/00/0000 i 6'-0 I I I I � I 04 ap I I I I _ — — _ ___ _ _ _ _ _ I I I I I I I I co o I I I I I i I I I 1 I 4 I (V I 6'-0 No I In assembly 29'-034-(ABS I 1 71 OA 710A PIPE_1-1/N'0_SCH-40 A53 1 1799.9065.7 MARK SIZE GRADE No. LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1 1799.90 65.7 PRO DRAFT INC. DRAWING NUMBER: W [71 O A] #205-12332 PattUlD PL CONTRACT NO PROJ:* PLOT DATE. 06/03/2008 SURBY,B.C.V3V 8C3 REVISION TEXT. FOR APPROVAL ISSUE DATE: 00!00/0000 14'-358 I ` I � m I \ r I � I I � M I 7>, 12 .OSB CV co ` I I I � N M I <M � I 12 ro 23'-9(ABT) No In assembly 1 711A 711A PIPF--1-1/4"0_SCH._40 A531 1458.15 53.3 MARK SIZE GRADE No, LEN OTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1458.15 53.3 PRO DRAFT INC. DRAWING NUMBER: W [71 1.A] 4205-12332 Path1B0 PL CONTRACT NO: PROJ:# PLOT DATE: 06/03Y2008 Surrey,B.C.V3V 8C3 REVISION TEXT, FORAPPROVAL ISSUE DATE. 00/00/0000 16'-878 111518 L 14'10 L 101516 � I � i � I U30 12 � h N UP � I M iV I p207 No In assembly 25' 1 (ABT) 1 711 A P1 712A p207 PIPF-1-114%0 SCH-40 A53 2 1 1555 56.8 MARK SIZE GRADE No. I LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1 3110 113.5 PRO DRAFT INC. DRAWWG NUMBER: W [p 207] #205-12332 Pattullo PL CONTRACT NO: PROJ:# PLOT DATE. 06/03/2008 `_ SlRfay,B.C.V3V 8C3 REVISION TEXT. FORAPPROVAL ISSUE DATE: 00/001D000 14'-358 m I \ \ 12 \ e \ CY) \ (V co \ r \ f� co (V c; I M 1�- 12 23'-9(ABT) No In assembly 1 1 712A 712A PIPE-1-1W0-SCR-40 A53 1 1458.15 53.3 MARK SIZE GRADE No. LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1 1458.15 1 53.3 PRO DRAFT INC. DRAWING NUMBER: W [712 A] #205-12332 Pattu@o PL CONTRACT NO: PROJ:# ELOT DATE: 06/03/2008 Burley,B.C.V3V 8C3 REVISION TEXT. FOR APPROVAL ISSUE DATE. 00/00/0000 MC12X10.6 x 17'-9716 91516 16-01116 51116 31316 1, 138 � N 1271316 c co co y to N N of Lc) � co io rn co 71316 p216 Z�2 ��00 g358 N 12 5916 No I In assembly 1 1 702A p216MC12X70.6 A36 1 iT-97116' 6088.87 187.6 MARK SIZE GRADE No. LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL1 6008.87 1 187.6 PRO DRAFT INC DRAWING NUMBER: W [p 216] #205-12332 Pettu110 PI. CONTRACT NO: PROD:# PLOT DATE. 06/03/2008 Surrey,B.C.V3V 8C3 REVISION TEXT. FOR APPROVAL ISSUE DATE: 00/00/0000 PRO DRAFT INC 49_1 a'MWtl0nPa9H;Jnv nq Y,OMM9m9' «t JORl-YlGELE9_GAIEWA 319 hm ma'oa99rzwe 9r:erm 0.5 C�D © C,2 2121 5'-7 212 I 1 T-5 18'-0 r - N459 5'-21119 2 2 �► I I ,12 „1 54 8'RSTAININO WALL 708A I a 12 _ 712A CLOSURE ANGLE v r RAIDING RAILING _ W v _ ________ EMBED _ _ O RA ING eT° + ° } _�� ` �y N {Q° 34'0 EXPANSION BOLT 34"PJ EXPANSION BOLT 711A 7.1 .� •— 1L7 — — — — — — — — 'Eil RAILING —__— _ 7 co is --� — — DETAIL 1 709A 70SA 709A EMBED 6 CLOSUR OLE EMBED I' I 2 ' 212 S mco 709A R EMBEDFF N _a 34"0 EXPANSION BOLT E09� k d '�` DETAIL 2 _ 2 2i2 6 8'-2 I 2'-334 13'-107e (TO ANGLE HLS) I I 4,118 5'.2117e "' • 709A Fl Ci.2 A A e14 © m_ FO L" - 3 710A 3 RAILING � EMBEDMENT 4 TO EDGE OP S•SLAS ly (MIN) I 2 2 (EL.or•o•roes �4 5'-4 I C.2 © O 0.5 ,S 4 4 CLOSURE ANGLE 6'-416'0 V4 4 TOP STAIR 614 3'-934 1. 4'-0 4'-0 4'-0 1, 7-214 PAN - 4 c 5-0 8 4' S'-4 8 I c (OPEN TO BELOW) IA 214 RAILING RAIDING I I I I . I RAILING 8"RETAINING WALL 34°0 EXPANSION BOLT R �D b EMSE R I _ 3 78 2 8 CLOSURE-ANGLE EMBED 709A 709A 709A (\QI EMBED EMBED EMBED — — — — — — — 709A �709A DETAIL 3 (SIM/OPP) EMBED 6 EMBED EMBED 1 I. 61-0 18;, 702A BTAIR•1 I 1 TAI L ,j }} 2 I O .I, I ..` PLAN Q STAIR-1 (WEST PARKING GARAGE) I y ------------- ------------ -- ---_---- I -- -------- J -ti_ lig CONTRACTOR NOTE: 212 2 2 702A — PRINT RECORD y1p" A 93VLWW FORAPPROVAL a (OPP) (OPP) STAIR-1 0. Um are 10 DA RIFTI _ m 13'-107e 7.334 ,'-97,e I c c n PRIMO CONSTRUCTION Bp I—H ""a 970 CaAeborg Road Sequlm,Wa.98382 D Pho (380)243.8229 Fax:(360)504.1183 Fos omm 'p1q"°a °T GATEWAY TRANSPORTATION CENTER 0A —j RAN@EL 7!O(FAIXI NEST PAWHGGAAl0 OST PRIMO CON9TRUCi9°N P,C a�ECT. ' mrs9rm°e aM— 1 702203 -E'$~ n PRO DRAFT INC!'01e 'Px 4ea4us °RNeYI°3 PIEFAM.A Pipes " N xv Tae_ 3p0RT.1NGELF3_GATEWAr_09 Plot oqc a6-df2pGe 16'.Ia:1a 0.5 GJD O 20'-10 4 -EMBEDMENT Ep--�� 7-314 3.91118 3.91116 3'_91118 2'-134 18 (MIN) —1— — 178 ` 709A 1"51t+6 �r EMBED 704A 706A I I CL7D1P hJGL. O FPANSION 707-8 aAluwG RgILING707-8 RAILING RAILNG � BOLT Lt o o M I EMBED I i o EMBED 709A 709A 709A I I CLIA ANGLE EMBED EMBED EMBED b N » 70RA i 6-0 i 5 aro�NGLE a EMBEDMENT EMBED I 6'-112 112 (MIN) D E IEWED '°'"> ss4 FIELD�334 r-a 2 5'-612�A RE IEWED AS MODIFIED M V-334 a I Bl REVISE AND RESUBMIT Se 709A r-224 a'-0 s+ 709-8 UNOT REVIEWED EMBED I3 3EMBED 709A Reviewed only as to general conformity with the 24"0 EXPANSION BOLT 16 EMBED design concept.The Engineer does not warrant _ E E m ' I o or represent that the information contained on I EMB W Mf F N Iete I �C R„�G C 709A W Scle-esponsibi!ity for correct design,details and Q EMBED .- a , 7�rt 7oSA d;n ns;Drs shall remain with the party aw ANGLE RAILING subrnitling the drawing. W 2 2 704-8 1 70 3A z 2 212 FOGGEMEY R DESIGN GROUP INC. RAILING 1 (`SHIM) 9TNR•2 I D `I I m + N 7•334 14'-212 6y'— i l�S I E D m q �' - - - — — A A Date 6 0Lk 2V, 24"0 EXPANSION BOLT 24V EXPANSION BOLT LRE „F� ode DETAIL 1 COMMENTS 7-024 4'-1 714 1224 4'-0 714 ”) -ES MADE BY Ti:EE .y.. +-61116 Sole 312 12 706A 3 63) SPLICE 12 11 O` DRAWINGS I RAILING 707A DI212 mALS,ECT ARE SUBJRAILINGI RARNG 1. �7G CHITECTS REVIEW ; ! m g TYP Y =,�. w o .M CONSTRUCTIOM INC tyi l 709A 709A EMBED r- J 708A EMBED 709-8 E0BE 9M�BE EMBEo EMBED 24°0 EXPANSION BOLT F_J CLIP ANGLE 6 5-0 DETAIL 2 --- -- 1_ 7 703A F-� C C (._j i'-412 5-612 5 5'-2 F-� o (TO ANGLE HLS) F_J ti 41116 5'•21116 B F_J '^ls� le CONTRACTOR NOTE: AL 2 2 212 ATN'9nEEQARWD.WFVY WpPPILr AUFORGuwr�& KL 01 ENSIONSALLNFORWTI N,IALL ELM��IISTAIR-2.- F (W �T PARKING GARAG� 2,-334 14'_212 PRINT RECORD A Yyme PGR APPROVAL 0.1 0. WE I MT REVI DATE I DESCRIPTION B s n PRIMO CONSTRUCTION APPiL RlRCN A1;PALd° 970 Carisbo g Road 9equlm,Wa 98382 FAB Pho (360)243-8229 Fax(360)504-1153 FA5.01TICE0P''"•"D L1 GATEWAY TRANSPORTATION CENTER oa op awsa"ora RANQEL 27'•10'70.2 WESTPNWNGGPRAGE GIST. PPoNO CONSTRUCTION I o Lu " ERECT. T „ wa Mme 702203 —E7 0 `s o: DIV GRID LOC. ELEV. I ssy.Mlc e•a•vs 1°r� '""T FILO soLTs IENcrN Nob HP No PIECE z z U' GIA Y oO _S T A w• MARK PIECES DESCRIPTION LENGTH UWT NIT GRADE REMARKS p 168(WS) p170(F/S) 9116 1 160 1 703A STAIR-2 1897 p169 ` p171171 212 21 p195 1 703A MC12X10.6 10'-1113/16" 211 A36 N 2 p167 REVIEWED 2 P167 FBv4x11n 0'-61/2" 1 A36 N LlREVIEWED AS MODIFIED 2 pies FB1/4X2 a 6518" 1 A a ❑REVISE AND RESUBMIT 2 p169 FB1/4X2 0•-2 Mr 0 AM 2 P170 FBI/4X2 0'-4314" I A36 ❑NOT REVIEWED 2 P171 FB1/4X2 V_i(r 1 AM I � I Reviewed only as to general conformity with the 1 p176 PL3/16x7 5'-T 26 A36 (FORMING) { I design concept.The Engineer does not warrant I P177 PL3/I6X2I 13116 5•-r 78 A36 (FORMING) or represent that the information contained on 17 P178 PL3/16X2113M6 5'-7" 8D A36 (FORMING) this drawing is either accurate or complete. I P'184 MC12Xt0.6 19'-1113116' 211 A36 Sole responsibility for correct design,details and 2 PISS 1.00318 0'-5" 4 A36 dimensions shall remain with the party submitting the drawing. P176 POGGEIMEYER DESIGN GROU INC. By F� o(, 01WE, N_7_ r - l.l'.�wL 178 p178 ,78 p169 p194 P P178 pi78 p178 p178 p178 p178 p178 p178 p178 p178 p178 p178 p178 P178 p167 " P168(N/S) r p170(FS) P171 212 212 P195 1 180 IL/4 TVP 16'-891a(MC 12x10.6x19'•11/316) TYP ,4 p168(F/S) \ 16 16'8116 14 P169(WS) \ 1 p178 g58 P169 PS) TYP p178 P194(N/S) 16'-112 p194(WS) TYP 703A(F/S) 703A(NIS)` 7310 TYP 1 4 703A(p 194 NS) TYP ; \ ti , ,P178 p,68(WS) p168(FS).1 816 10916 10016 1012 1(38'6 10916 10'2 10816 10816 108th 10016 10816 1012 10816 10818 10916 1012 10818 1012 314 PITO(F/S) ' / TMP 8 1"08" o n P,169(WS) d a pi69(FS) \ P171WS) e--_---< \'\N I 7�s7s { { P171(F/S) - — — — N TYP I6 TMP — -I- - _ + _ — T �— — — - W I P178 6 1 —�._ —r— + _IG_ + —{— } —{— -{ —f— -E — I — — —m DETAIL DETAIL rt rr rr i'1 4- —I— + —{— -f- —f— --{- —-I— 4 — — --`° � (PYP WELDING DETAIL) p170(WS)r r p178 p 170(F/S) r p178 p171(N/S) IN -1 Ips I _I I ri pl7l(FS) L 7g— t- —I — i- —f— -I- —f— + —{— T p178 Nf\ �0gis r- —I — {- —r— -f-- —�— -I- —I— + -{ P177 p178 _ t N \ 7 — — — p178 � � p194(WS) cD f. 703A(F/S) p178 1 w 7, B e2�s_f— -f —i— -I- —{— -i — — --^� 46 pl76 p178 l .\ � 7s 1 —I— -{- —f— -{ — — --m , p167(N/8) I I e p167(FS) p176 L cv \ 9rs 7" a p 178 L N N\ wig'` t-- -{-- —� — -f- - — — 4' a �,EI� e y ---l \ COMMENTS ® 3 SIDES TYP e p178 =1 N 1- —� N CE�{:� €�e ES MADE BY 4 p,76 I —{ — -{- --F — — CI O T $�SHOP DRAWI[VGS , ' " \ j'e UB ITTALS,ECT ARE SU pl95(WS) 2 z 8 ," p178 L �s t —L_ �.— — _ p195(F/8) t P178 "�— t- --� — — O RCHITECTS REVIEW. ;',/ J; 9,6 '.p1178 , " - '°e Y: DETAIL 3 1 N 7'�e CUi OUT - s '44.2 P178 - 1 C" ,s — E O CONSTRUCTION,INC. p178 V, p178 L _ 7s- -mw m � p 178CONTRACTOR NOM. THISGMU GI9SE rtiEO FpM/�PRGVAL 9REGl11ME°.Y9i1F1M p'(SLpKY A UANIr11 L° E3, - p177 ALL OILENSIGNS.AU.mFOWMTIIXd,6-81.1. P 167(WS) 14 �p 167(F/Sj PRINTRECORD 11r1s gum A szrosme FOMAwRowL a P'76 No use oarE ° E7y%>< REV DATE DESCRIPTION 3 61316 P195(F/S) APP a asyzG s°um W4 IoA3T5 um 095(N)S) CONSTRUCTION 111516 aFvrt eam MuacN arc.ava. 9P-2 870 CaAsborO RU. Sequim,We 06382 FPBru"r GALYANILE° PhOnO:(360)243-8229 Fa (360)504.1153 1 STAIR 2 -Marked 703-8 "°'°E;` GATEWAY TTRANSPORranoNceNTeR PRO DRAFT INC wa :anm.sesuzs SHOP NOTE F FFicE GRIND SMOOTH ALL WELDS,BURRS, ce,»w°mawr` STAIR-2 g rvmre r�NOELEs_GnTFwA say 8 SHARP EDGES. DST PRIMO CONSTRUCTION INC. Mm°n"szrzzrmys 16T:�9 E�cT "" osrzsrzaoe s`n maznysy �"702203 7(13-8 MC12X10 6 x 19'-111316 19'-6516 5916 358 71316 12 `4 r6 60 A M � M � W N �y 00 d' ry M 00 c0 LO(U co4 L 91516 M ID REVIEWED �.. U PEVIEWED AS MODIFIED 12 I7 REVISE AND RESUBMIT C,UNOT AEVIcWEE) BALancC- of stT Re Cited only as to general conformity with the design concept,The Engineer does not warrant51116 31316 138 o, represent tilat the into-niation contained on 71316 th;s drawing is either accurate or complete, vc•ra"r?,;?or;sitaii ty for correct design,details and 1078 dimer :ons shall remain with the party W'Mitiir•g the dewing, E °ri:` D DESIGN GROUP INC.M ENTS [3 AN I x..114. IES MADE BY PCI TO T€-i SHOP DRAWINGSD"Ate;ti� R- SUBMI i IALS,ECT ARE SUBJECT TO ARCHITECTS REVIEW. 1/4 , J BY' F tr�� Na In assembly DATE:— P yb=i 1 703A PRIMO C0*15TRUCTION,INC 703A MC12X10.6 A36 1 1 9' 11 13(16" 6789.36 210.9 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 6789.36 2109 PRO DRAFT INC DRAWING NUMBER, W [703 A] ##205-12332 Pattullo PI. CONTRACT NO- PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3PH.ffA 5&96425 FAX-6QA 9 7747 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 0 DIV GRID LOG ELEV, I 051-J RELD9ars LENGTN Nolo SHIP No PIECE UNIT DIA A3OLT BOLT 1 I/d MARK PIECES DESCRIPTION LENGTH GRADE REMARKS z z W. IMA wEOLE_ear w• 1 704A RAILING 25'-,0'(AST) 358 18'-71310 1 704A PIPE-1-114"0 SCH._40 58 A53 3 p172 F81/4X2 01-8' 1 A36 1134 16'$318 1178 1 p173 F81/4X2 0'-81/Y 1 A36 1 p174 F83/8X31/2 OL6 ire 2 A36 71518 16-134 1'10318 1 p179 PL.SN8X15/8 0'-15/8' 0 A36 2 p180 PIPE_1-1/4"0_SCH_40 3'-29/18" 7 A53 5'-491815 p181 PIPE_1-1/4"0_SCH._40 5J 11/16' 15 A53 64918 5'-49,8 10518 1 P182 PIPE_7-1/4"0_SCH._40 59 A53 5 pi93 ROD1/4 0'-43/18" 0 AN @ 6 25-4`(ABT) p193(N/S) P193(F/S) p182 704A \ \ �p179(NIS) m A Al @ C e 3 1134 p193 ° 1 \,1 Qre \ 71515 37e p182 31e 31e 18 � r P181m pi93 ^ TYP 4 Q m 704A RI p193 I 1e TYP m \• pi93 15 6 p179 p181 B B \ A \ \ �w \I P180 7 ,e 6 7D4A 2 2 \ \h^� \ \ `� P193(F/S) 1'115,e 316 — P 173 1 \ ^ \ M ' •\ ram r�,r 1'-215 \ \ \ 12 6;t �rrre A A 'or@\ 704A p173 2 2 TYP 2 180 704A P181 m /� /� (c c c cl 7� IF P180 vI p172\ \ \ \ ^\m\ p193(F/S) P173 2 2 P180 DETAIL 1 Pm72 234 234 ,e N D D 9 \ \ �a171 \Br \ \\` \ P181 4 TYP P181 P182 2 2 \ p174 w� \ I 4 TYP 'e 100 m nr \ \ 'R`tlll=it�EU COMMENTS [] 2, \Br \ \ AN Y CSAS MADE BY \ \'\ p172 Q) �,9 p172 \ \ \ P180 are III��� RCI TO TIS SHOP DRAWINGS \ \ \ �wm 2� T SUBMITTALS,ECTARE SUB1ECf E E TO ARCHITECTS REVIEW I p193(F/S) M ,� \ I BY DETAIL 2 m �M � \ II DATE. N N \1 PRIMO CONSTRUCTION wp IV CONTRACTOR OTE: 01 5�pqyJp� �9BE �5 , E' IEjAB REOUR®G ER FYNC116 TVALL DUANi1 ES �q p 172 ALL DIWEII W ALL INFORWA .&ALL ?3 PRINTRECORD weB " fine 0UM A 220508 I FORAPPROVAL DJ 4 4 2 2 P174(F/S) No I usE i DATE r E7= REY DATE DESCRIPTION ars APP 0 UM APPPRIMO CONSTRUCTION R 3/4!K 3/t WA't3 UM PU OH DUp"—w P2 970 Cer166org Rd. Sequim,Wa 98382 GALI'AIa2E0 FAB P11on (360)2438229 Fax:(300)504-1163 111 1 RAILING -Marked 704A SHOP NOTE.r F o R� GATEWAY TRANSPORTATION ON CHJTER PRO DRAFT INI mw . r nEl 9_ GRIND SMOOTH ALL VIEWS.BURRS, RAILING RT-A ORE GATY mrnAosPAer�A®o m po,Al 8 SHARP EDGES. PWWIO CONSTRUCnON INC. WJBN EWASb Yb1—ZrZZQXB I6M32 "DJ DJ ER " osr2umce Osronae f702203 T04h 16-134 I i I � I I 12 � M r ` 1 I 12 'i ' N o _ ti cri I C�2E &v,1 :. ~E;MADE BY FCI T�` f�°, ,"OP DRAWINGS SUBMI-n-ALS'ECT ARE SUBJECT TO ARCHITE( rs.REVIEW BY. DATE: f No In assembly PRIA�O 25' 10' (ABT) 1 7oaA CONSTRUCTI®NP£NC. 704A PIPE-1 1/4"Pl_SCH._40 A53 1 ® 159374 58.3 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1583 74 1 58.3 11 PRO DRAFT INC DRAWING NUMBER, w [704. A] #205-12332 Pattullo PI CONTRACT NO PROJ # PLOT DATE. 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FORAPPROVAL ISSUE DATE. 00/00/0000 DIV GRID LOC. ELEV. 1 Ob08°J 1'�9A1 roTu ur° nL ews 1l=NGTN Nolo I No PIECE rUNIT T MARK PIECES DESCRIPTION LENGTHGRADE REMARKS 705A RAILING 28-10'(ABT)18'-8118 1 705A PIPE1-1/4.0_SCH._40 A53 1118 101516 3 p172 FBI/4X2 0'-8' An 11761 p173 FBI/4X2 0'-81/2' A38 1 P174 F83/8X3112 0'-61/2' 2 A36 7118 16_1341'10318 2 pl80 PIPE_1.1/4"0_SCH._40 3'-29/18' 7 A53 15 p181 PIPE_1-114"0_SCH._40 8'-411/16' 15 A53 I p192 PIPE_1-1/4"0 SCH._40 56 A$3 6'-4918 V-4018 5-0918 10516 4 p193 ROD114 0'-43/16' 0 AU 9B 24'-7'(ABT) p193(ws) I bl TYPE-CVVELD-ON END CAP (BUYOUT, p192(wS) pbo t 705A m A \ \ 706A P1a 318 m ui m \ ptB2 p192 705A A° p7� '\ \ TYP iV P193 p 181 _• \ 7b7 B TYP 7116 378 18 P180 101818p p173 pl93(N/S) A A B B 0 \ \ \ \ 12 vIf ;t ,s 706A . p173 2 2 TVP m tv \ p,e 181 705A V^ C cl p193(N/S) 173plao 2 2 24 \ \ \ \ \ \ \ \ \ \ \ \ e(s DETAIL 1 m p12 234 234 160 D D p181 4 TYP p181 \ "a m \ m \ \ \ I TYP p192 2 2 p, vi of \ \ '�. 4 a P174 2 1 y 3 p172 O COM E9IN[S 0 pig \ \ n m p180 , f '�Ci,-j. =ES MADE 13Y239 \ \ \ M \' PCI`f 0 T;- \ 3'B �m SOP DRAWINGS UBMI-FIALS,ECT ARE SUBJECT' \ \ m\ \ \ \ E E " O ARCHI_TCLTS REVIEW", !' —,4,- \M N �\ \ i\ P193(ws) I m DETAIL 2 ATE. ('�;� (SIM) I ro RI 10 C✓It�S"HUCTION,`NIc. m N � m � J m I ♦ AS REQLYREDGVENFYIWOR TION' 71E9. pl CONTRACTOR OTE: m 234 l ALL DI°.ENSONe ALL INPpi TIDN,IAL p172 PRINTRECORD °rex xme° 13/18 Bu,N 234 0. DATE E7Wcx REV DATE FOR APPROVAL DESCRIPTION D, 2 2 p174(N/8) SPA °al AMGP-10DN ' APP �/ PRIMO CONSTRUCTION PIktCH IVp�R MSAr 6p 870 Cedebwg Rd. Seq..-,We 98382 FASGALVANIZED Phon (360)243-8229 Fac(360)604-1163 vmxf 1 RAILING -Marked 705A SHOP NOTE: -0 o ^°"°'GATEWAY TRPNSPORTA ON CENTER PRO DRAFT INC PDH .rlU°a>:a 25 GRIND SMOOTH ALL WELDS,BURRS, DA p41H01N0.1q`0 RAILNG Awax6°p6°pAA®�n:T vmM 8 SHARP EDGES. A mro 1u_PORT WAGE GATEWA�a9 D� PRIMA CONSTRUCTION INC YbI U°1e OYR/dIOB 163 Z2 enECT x Oosmrzow Dova�oe NW0F702203 '05A_ a1 16'-134 I I � I � I ch I I I i 12 w 79, r 3 M ` � h � M � r Lo � O I I RLt aR ' a`a CD AL IMNT$ N PCITUT-t 5MADEBY ti I ch SUBM17S SHOP DRAWINGS 12 I TO ARCHITECTS ARE SUBJECT BYREVIEW. ,p - DAT �-- _ PRIMO CONSTRUCTION,INC. 25' 10"(ABT) No In assembly 1 705A 705A PIPE_1 1/4"PJ_SCH._40 A53 1 159374 58.3 MARK I SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 159374 53.3 PRO DRAFT INC DRAWING NUMBER, w [705 A] #205-12332 Pattullo PI CONTRACT NO PROJ # PLOT DATE. 05/22/2008 PR 804 559 649.5 EAX 804 W 774 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 SICIN0 DIV GRID LOG ELEV.1 GRID 1'J' rota` uaT FlELnears F.ZTx Nolo SHIP No MARK PIECES MARK MERE DESCRIPTION LENGTH WT UNIT GRADE REMARKS p183 p188 1 706A RAILING 14'-2•(ABT) 207 p188 1 706A PIPE 1-1/4'0 SCH._40 32 A53 p185 Y .P188 3 p183 PIPE 1-1/4"0_SCH_40 3'-53/18' B A53 p185 — 4— — — — — p185Y 7 PISS PIPE 1-1/4"0_SCH._40 1123/4' 3 A53 P185 •P1 5 �� P6 P188 PIPE 1-1/4`0_SCH._O V-41/1' 10 A53 p1B3 _-P185 P1 PISS PIPE 1-1/4' _SCH_40 4'-1° 9 A53 P188189 0 P188 7 p190 PIPE 1-114'0_SCH.40 4'-0' 9 A53 m '1 H P190 I P190 p190 „ P190 P190 �� i, P190 P190 I P183 f i RENEE 3EQ COMMENTS p ANY CH; ISMADEBY I 708A PCI TO TF(L HOP DRAWINGS SUBMITTALS,ECT ARE SUBJECT 50318 TO ARCHITECT]S REVIEW A A BY DATE: c —i PRIMO CONSTRUCTIOrd,!;fir, 6-334 5'-03te 8 4'-0 734 �'--• X34 4'•412 706A t4 TYP I A 706A J —Al 1Fl p190 p1B5 P1B8(NIS) ;� p190(F/S) PISS -— — — — — — P189 'Fl I p190 I p165 P18s(N/S) � p190(F!S), — — — — — — — — — — P1B5 I P188 'n I P190 PISS p18s(N/S) p190(F/S) — — — — — — I pim I P188 — I N ^ p190 I PISS p188(N/S) p190(F/S) PISS I — — — — — — — — — — — — — P188 N 1D P190 p185 I p188(N/S) n' p190(F/S) I P-185 I wPies 190 P188(N/S) 190(F/S) - - PPISS P188 .— — — — — -- ---- -- — I N P190 SP189(WS) p190(F/S)p185 PISS i 188 Y — — — — — — - - — — — "-- — — _ _ _ P183 id— TMP TYP — — -- — �PIRINT Ns ci we sueMrT oFo AP B 1 D D 14 ( p183 I p p183(WS) p1� I CONTRACTOR NOTE: p oyq B D 312 B FE NSION ALL ItFORANT kJALLAAu NiIT1E6. RECORD ” fans ou" q nos.® FOA APPROVAL pd 0 USE I ATE EM)O( REU DATE DESCRIPTION ITIL APPR s M 0A=UM PRIMO CONSTRUCTION PUNCH p.2 970 Cadaborg Rd. Sequlm,Wo 98382 1 Phone(360)243.8229 Fear:(360)504-1153 FAB ' GAIVAtdZEO RAILING -Marked 706A FAB OFFICE PRO DRAFT INC rota PHPAB;n SHOP NOTE. ,A Er GATEWAY TRANSPORTATION CENTER QA ReW�°Et RAILING �m PAI GRIND SMOOTH ALL WELDS,BURRS, PPJ.00NSTRUCTION INC erodlw- w_1> Poor ANGELES GATEW Y sro 8 SHARP EDGES. QA waume.lsra2Ve 1s2s.1s Eltec °o�amzo® �pae¢ueooB �°702203 706A Q 5'-014 6-014 fA A - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I I I I I I I I II I I _o I CV ce) I � I I M I I M I Co I I I I I � u7 I I � I '-D Ai 312 PG rp Tr 'SH FS I MADE BYG�r`�FflITS 'rOS, AR I�ALS C,qR���GS A - A BY CHl7 ECS RF E SUBJECT �. VIEW , NSTRUC77QR! P No 14 2"(ABT) In assembly 1 706A 706A PIPE 1-1/4"0-SCH._40 A53 1 1 862.18 31.5 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 862.18 31 5 PRO DRAFT INC DRAWING NUMBER, W [706 A] #205-12332 Pattullo P1 CONTRACT NO PROJ # PLOT DATE 05/22/2008 ER UA 582 6495Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE. 00/00/0000 0 DIV GRID LOC. ELEV. 1 091K 314' 1OTAL "" FIELD BOLTS ReNcrN Nob SHIP No PIECEUNIT MARK PIECES MARK DESCRIPTION LENGTH WT. GRADE REMARKS 1 707A RAILING 15"X(ABT) 240 1 707A PIPE_1-114"12_SCH._40 35 A53 3 p184 PIPE_1-1/4"0_SCH.40 2'-113/16' 7 A53 11'1034 8 p186 PIPE_1-1/4"0_SCH._40 1'-10314' 4 A53 1 p187 PIPE_1-1/4"0_SCH._40 1'-45/16" 3 A53 P186 p186 18 p191 PIPE_1-1/4"PJ_SCH._40 3'-911/18' 9 A53 p186 p186 � p186 P186 p187 m P191 P191 P191 I 707A -P191 ip184 191 p191 �p184 P191 + !p191 184 — — — F p pi 91 zi P191 P191 p191 'p191 P191 P191 p191 A A P191 11'1034 3-81176 3"911's534 ,-911tB534 1'-534 3'-91716 a 6 W" .707A TMP 4 B - - — - - - — - - - - - - — — — A 707A — - - - h p191 P191 — — — p191 186 P191 P 186 n P191 I p191 — — — — — I P191 — I p186 I P191 I 188 w1 P191 p191 — — — — — — — — — — — -— — — — P191 — — — — p168 p191 186 H iv p191 p191 I I a — — — — — — — p191 p186 9 p191 188 I in ion — — — — I P191 — — — — — — - -� — — — — — — — — — — — — — _ I P191 I p186 P191 I — — 188 'u1 I p191 _ p191 it p191 — — — — — — — — — -— — — — — — — — — — — — — — — — — P186 P191 — — — — p184 u — — — — — — — I M * a P — I P184— — — — — — — — — — — — — —.. — _. — — — _. — — — — — TYP TY167 I us a 4 I p184 — — P784 I w p187 � 1q 51618 111316 REVIEWED ANY CRAW EES IbiADE BYDMMEWs B B PCI TO THE - SUB NII7TAL5HOP DRAWINGS TO ARCHITE e ECT ARE SUBj BY REVIEW DATE: /��y[a{/,/ - CONNgTpRRAOTSgOER NOTE rTED Fop qpa VAS PRIMO CONST R]��0� 4 AB ENURED 8eLLlW0PA%LVALLOINNTITEB, (,f INC- ALL AENBIONS,A111fffNRNATIDN,&ALL e NPRINTRECORD 0EN1g16 13ne muM q zws,Oe FORAPPRNVAL v3 NO USE ATE Um REV I DATE DESCRIPTION APPIL n X0AX25 UN PRIMO CONSTRUCTION PORCH °�PR$S SP'2 970 Carlsborg Rd. Sequlm,Wa 98382 Phan (360)243-8229 Fe (360)504-1153 FAB r GALVANRED 1 RAILING -Marked 707A FAB.OFRCE0 E GATEWAY TRPNSPORTAT ON CENTER PRC)DRAFT_ INC Pura :PB(B4j5W.W25 SHOP NOTE. Na °,•„„„"a'°°, Rwut w.. r°Ta CF23fA0B 16304 GELEs ATEWAY 539 GRIND SMOOTH ALL WELDS,BURRS, DI PRIMO CONSTRUCTION INC Abtl xe anErAaFfl ou � &SHARP EDGES. YI°I Ue4 ERE "D05J8 D -702203 —7O7A A 11'-1034 fA —A - - - - - - - - - - - -- - - - - - - - - - - - - - - r�t M � 11'-1034 70,I 4yM 0 - C,.a' nom 0 `d ray 2, C6 n i �y t I CN I I I A A No 15'-9" (ABT) In assembly707A 707A PIPE 1-1/4"0 SCH._40 A53 1 96774 353 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 96774 353 PRO DRAFT INC. DRAWING NUMBER. W [707.A] #205-12332 Pattull0 Pl. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 Ij 47 0 DIV GRID LOC ELEV 1 0.5-0.8/J 27 g 1/4 E41 UNIT FIELD BOLTS LENGTH PRO DRAFT INC PDI# PH:(6pq)589.6411 4 3/4" DIA WEDGE_ BOLT 4 1l4" DRAWINGS PREPARED ON lll%gxl File Name A [708.A] Model Name: 749_113–PORT ANGELES_GATEWAY 539 Plot Date: 05/22/2008 16:19:46 L3 X2X14x6-718 234 1'-858 11-858 1'-858 21 2 708A c) -- — M REVIEWED �J ANY CHAp4c.' S MADE gCO COMMENTS PCI TO THE SHOP Y O SUBMITTALS,E� DRAWINGS TO ARCHITECTS REUB.IE By. PRINITE: t, Q CQCONTRACTOR NOTE RUCTIQ/1j�IRj THIS DRAWING IS BEING SUBMITTED FOR APPROVAL Eti AS REQUIRED.VERIFY OR SUPPLY ALL QUANTITIES, AL DIMENSIONS ALL INFORMATION,&ALL CONRIGURATIONK PRINT RECORD OPENHOLEe 13/18 QJuM A 22105/08 FOR APPROVAL DJ NO. USE DATE WELD E70XX REV DATE DESCRIPTION 1 APPR. STEEL A992 GR.50 UIN- CLIP—ANGLE -Marked - 708A APPR. DOLTS A992 pfA325U1N PRIMO CONSTRUCTION PURCH SURFACE PREP-Sp SP-2 970 Carlsborg Rd. -Sequim,Wa, 98382 1 708ACLIP_ANGLE 23 FAB GALVANIZED PAINT Phone- (360)243-8229 Fax: (360) 504-1153 1 708A L3 X2 X1/4 TJ 1/8" A36REFARAWING OJECT 23 FAB.OFFICE E7 GATEWAY TRANSPORTATION CENTER O.A. IS DRAWNG INCLUDES CLIP ANGLE No SHIP No PIECE DIST OR PRIMO CONSTRUCTION INC. to DESCRIPTION LENGTH GRADE REMARKS WEIGHT ADVANCE DRAWN DJ CHK DJ DWGNUMBER SHIP MARK PIECES MARKS BILL ERECT DATE 05/20/2008 DATE 05/22/2008 702203 — 708A DIV GRID LOC ELEV TOTAL UNIT FIELD BOLTS LENGTH PRO DRAFT INC PDI# PH:(IN)589-1425 4 0.5-0.8/J-K 27'10' DRAWINGS PREPARED ON 3D.M File Name A [709.A] 4 0.5-0.8lJ-K 27' 10" Model Name: 749L_1 13_PORT_ANGELES_GATEWAY539 4 0.5/J-K 27'10' Plot Date: 05/22/2008 16:19:44 4 0.5/J-K 28'-4' 4 0.5/J-K 28'-4" 4 0.5/J-K 28'-4 4 0,5/J-K 28'.4 p129 p129 N � d' X N 709A /qi jaq S�j�T�T . 14 P FB 2X4 x 6 Tp e%lt�"Zs/ySMgO c0 ey, 9�Fop �e M F 709A 1 4 1 p gjF �5� RFViR�6'�'i��ss p129 (F/S) c� � /p129 (F/S) srRU�o N N CONTRACTOR NOTE THIS DRAWING IS BEING SUBMITTED FOR APPROVAL AS REQUIRED.VERIFY OR SUPPLY ALL QUANTITIES, ALL DIMENSIONS ALL INFORMATION,&ALL CONFIGURATION§ PRINT RECORD OPENHOLES 13118 0U/N A 22/05108 FORAPPROVAL DJ NO. USE DATE WELD E70M REV I DATE DESCRIPTION 8 - EMBED -Marked - 709ASTEEL APPR. /N 3GR.50 PRIMO CONSTRUCTION APPR. aoLrs 3/4/4 QIA325 U PURCH SURFACE PREP-SP 8 709A EMBED 3 SP-2 970 Carlsborg Rd -Sequim, Wa. 98382 PAINT Phone (360)243-8229 Fax: (360) 504-1153 8 709A FBI/2X4 0'-6" A36 3 FAB GALVANIZED 16 129 STUD-1/2-DIA REF.DRAWING PROJECT p 0'4 A108 Q FAB.OFFICE E7 GATEWAY TRANSPORTATION CENTER Q.A. IS DRAWING INCLUDES EMBED No SHIP No PIECE DIST OR PRIMO CONSTRUCTION INC. to DESCRIPTION LENGTH GRADE REMARKS WEIGHT ADVANCE DRAWN DJ CHK DJ DWGNUMBER SHIP MARK PIECES MARKS BILL ERECT ATE 05/20/2008 DATE 05/22/2008 702203 - 709A l A\ �O yob �ZD co T a FB14X1 12 x 612 cv Xp167 r No in assembly 2 703A p167 FB1/4X1 1/2 A36 2 0'-6 1/2' 23.51 07 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 4703 14 PRO DRAFT INC. DRAWING NUMBER. W [p. 167] #205-12332 Pattullo PI CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 FAX-604 589 7747 Kt--VIZSI N o- mad� y �' c ssQv h 0 F1314X2 x 658 p 168 CV No In assembly 2 703A p168 FBI/4X2 A36 2 0'-6 5/8" 30.90 0.9 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 6180 1 9 PRO DRAFT INC. DRAWING NUMBER. W [p. 168] #205-12332 Pattull0 PI. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 604589 7747 `2=108o- o n�0 �rn X ns n�D rp" Oy ,z FB14X2 x 212 pl 69 N No In assembly 2 703A p169 FB 1/4X2 A36 2 0'-2 1/2' 12.23 04 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 2447 07 INC. DRAWING NUMBER. W [p. 169] PRO DRMFT #205-12332 Pattull0 Pl. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 PH:6045896425 FAk,604 CA 7747 NREVISLAN U^ IF-* 2270,510S o- i ti FB 14X2 x 43 p170 N No In assembly 2 703A p170 FB1/4X2 A36 2 0'-4 3/4' 22.46 07 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 44 93 14 PRO DRAFT INC. DRAWING NUMBER. W [p. 1 70] #205-12332 Pattullo PI. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FORAPPROVAI_ ISSUE DATE 00/00/0000 o• 0 v c, v1' 4F co mn FB14X2 x 10 p171 N No In assembly 2 703A p171 FB1/4X2 A36 2 0'-10' 45.98 14 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 9197 28 PRO DRAFT INC. DRAWING NUMBER. W [p. 171 ] #205-12332 Pattullo PI CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 H-604589 AX-RUSM77A7 j /-% -777M708NO- �O k�co 0C �� � O n a r'i O ar ry� P0 < % T ` �0 4 FB14X2 x 8 01 114 512 114 OD 2 - 11160 p172 N No In assembly_ 3 704A 3 705A p172 FB 1/4X2 A36 6 0'-8" 36.94 1 1 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 221 65 68 AFT INC. DRAWING NUMBER. W [p. 1 72] PRS DR #205-12332 Pattullo Pl. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 L-4awewe: wmadr&acn No, Zi O c k / A 2aZ rill �7 o, s�� o � b rf, y 0 FB14X2 x 612 114 L 4 1, 114 ao 2 _ 11161 T p173 N co No In assembly 1 704A 1 705A p173 FB1/4X2 A36 2 j 0'-61/2' 30.23 09 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 6047 1 8 PRO DRAFT INC. DRAWING NUMBER. W [p. 173] #205-12332 Pattullo PI CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 SO- 1+0 C y c -c n CcD FB38X3 12 x 612 114 4 114 (- 2 - 13 1 _ 13160 p174 N r' M d- M r No In assembly 1 704A 1 705A p174 FB3/8X31/2 A36 2 0'-61/2' 52.97 2.4 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 10594 48 PRO DRAFT INC. DRAWING NUMBER. W [p. 174] #205-12332 Pattullo Pl. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 Pl+804 589 FAk 604 50No' 5'-7 (PL316X7 x 5'-7") p176 A �a��y A o � ���' �, O q-Y �� o'y r R-5 . Z, pasp' e 4-n cv 134 cQ p176 CD 1316 A - A No in assembly 1 703A p176 PI-3/16X7 A36 1 V-7' 992.88 25.7 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 99288 257 PRO DRMFTDA INCA DRAWING NUMBER. W [p. 1 76] ##205-12332 Pattull0 PI. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL Pit 604 589 6425 FAK 6M 5M 7747 1ISSUE DATE 00/00/0000 o' 5'-7 (PL31 6X21 1316 x 5'-7") p177 B - - - - -- - - - - - - - - -- - - - - - - - A A B 4 lo, 4 p177 d. �r co MIT- IT— LO LO co "f y rz A - A N y n7 r . Cr"a�.. 0c - o � va 316 101'16 1116 mm�rn 3 4 cc 0 d' co M r ® p177 � °° co 0 r r 238 5 334 1118 1, 134 1134 (TyP) N B - B. No in assembly 1 703A _p177 PL3/16X21 13/16 A36 1 5'-7" 2954.86 776 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 295486 776 PRO DRAFT I NC. DRAWING NUMBER. W [p. � 7 7] #205-12332 Paffull0 Pl. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 PH-6045896425 FQ6045M o• 5'-7 (PL316X21 1316 x 5'-711) p178 A gn 316 L 10116 L1116 34 p178CO CA� � D V_ f 00 co CU r M 1118 1134 134 11 (TYP) A - AN No In assembly 17 703A p178 PL3/16X21 13/16 A36 17 F-7" 3032.33 797 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 5154953 13553 PRO DRAFT INC. DRAWING NUMBER. W [p. 1 78] #205-12332 Pattullo PI. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 No, ct�p'y f CSP? f o co p 3 4 PL316X1 58 X 158 p179 R 1316 No In assembly 1 704A p179 PL3/16X15/8 A36 1 01-15/8" 5.35 01 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 535 01 fFT INC. DRAWING NUMBER. w C�. 79� PRO D'M' #205-12332 Pattullo PI. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 PR 96425 W60458977aNO' PIPE 1-14"0 SCH _40 x 3'-2916 Q� N 7� 3 7s 71316 1 g p180 516 11 1116 i r' 1116 0:6a oa p180 SP o 8 ® A - A No In assembly 2 704A 2 705A p180 PIPE-1-1/4"O SCH_40 A53 4 3'-2 9/16" 19564 73 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 78258 293 PRO DRAFT INC. DRAWING NUMBER. W [p. 1801 #205-12332 Pattullo Pi. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 PU 604 589 6425 FAX-604 589 7747 0 PIPE 1-14"0 SCH 40 x 6'-41116 516 138 p181 - 7'/- - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - 138 516 lo 71316 16 �,�-(5�tn - 1116 pl8l 0 R 78 A - A No In assembly 15 704A 15 705A p181 PIPE_1-1/4"OLSCH 40 A53 30 6-4 11/16" 393.74 146 MARK SIZE GRADE No LENGTH AREA - WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1181211 4366 PRO DRAFT INC. DRAWING NUMBER. W [p. 181 ] #205-12332 Pattullo Pl. CONTRACT NO PROJ # PLOT DATE05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE EE00/0010000 p .'M4 rAq WS FAK 604 589 7747 wetrsk MuLd&cwn 18'-71316 11781, 16'-8316 1.1134 1'-11516 1 -11516 , co p182 2316 Lo TA� Al - 2316 1134 A - A to O / co l� r 12 - S�1 j. T Ee ES 4 q1 C���E 8/ jai "Hop p 8 ws tj p182 B o Arc `SES.6, DI WIM 4i g`S SU8GS I � �E�E� , t 00 pl'�1�1 .E� ' E. N o co 1 a 26'-4" (ABT) No In assembly 1 p182 PIPE-1 1/4"o SCH_4Q A53 1 704A 1627.65 594 MARK I SIZE GRADE L No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 1627 65 1 594 PRO DRAFT INC DRAWING NUMBER. W [p 1821 #205-12332 Pattullo PI CONTRACT NO PROJ # PLOT DATE. 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE. 00/00/0000 0 rr7 co 0 .01 PIPE-1--1-4"O SCH 40 x 3'-5316 1316 p183 81316 - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - q--- - -- — — — — — — — — — — — — — -- — — — — — — — — — — — — — — — — No In assembly 3 706A p183 PIPE_1-1/4"QJ SCH_40 A53 3 T-5 3/16" 211.80 78 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 63539 234 PRO DRAFT INC. DRAWING NUMBER: W [p. 183] #205-12332 Pattullo Pl. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 FAX-604 589 7747 -0 ocnr O3 --� ` � ; ( i . . Q'UI _ . c mO orn � °o Nco PIPE-1-14"O SCH _40 x 2'-11316 1316 p184 81316 - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - --i No In assembly 3 707A p184 PIPE_1-1/4"O_SCH_40 A53 3 2'-11 3/16" 18063 6.7 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 54188 20 PRO DRAFT INC. DRAWING NUMBER. W [p. 184] #205-12332 Pattuito PI. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 0 �aoc y h y 81 a 3 o 734 (PIPE-1-14"0 SCH 40 x V-234) r it ' C�O M I I co I I I 1316 I I I co p185 III . I 81316 - - - - - - r -4 J - - - - - -- No In assembly 7 706A p185 PIPE-1-1/4"O SCH _40 1 A53 7 1-2 3/4" 71.55 2.8 MARK SIZE I GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 50087 196 PRO DRAFT INC. DRAWING NUMBER. W [p. 1851 #205-12332 Pattull0 PI. CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 EH-604 589 6425 FaX.604 589 7747 m t--v lSl0 co 5. zw � s 1'-534 (PIPE_1-14"0 SCH 40 x 1'-1034) M r 1316 I co r- co p186 LOi :-j4J 81316 - - - - - - - - - - - - No. In assembly 6 707A P186 PIPE 1-1/4"0 SCH_40A53 6 1 -10 314' 11319 43 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 67917 2,59 PRO DRAFT INC. DRAWING NUMBER. W [p. 186] #205-12332 Pattullo PI CONTRACT NO PROD # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 0 111316 (PIPE_1-14"0 SCH _40 x T-4516) B fA A p187 RI 1316 MLo •�O lie �.. c�� 1316 pl 87 - - - - - - - - - - — — — — — — — — — — — R 13 0 16 A A M r I � I I � I I I I � 1 p187 B - B No In assembly 1 707A p187 PIPE_1-1/4"Q1_SCH _40 A53 1 1-4 5/16" 7977 31 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 7977 31 PRO DRAFT INC. DRAWING NUMBER. W [p. 1 87] #205-12332 Pattullo PI CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 Now 1316L 1316 p188 R1316 — — — — --- — — — — — — — — — — — — — — — — — — — — — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - R 1316 4'-412 (PIPE_1-14"0 SCH _40 x 4'-412) 1316 1316 /088 t i O No In assembly 6 706A p188 PIPE 1-1/4"0 SCH_40 A53 1 6 4'-4 1/2" 26779 10 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 160675 598 PRO DRAFT INC. DRAWING NUMBER. w [p. 1 881 #205-12332 Pattullo P1 CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 PR 604 589 6425 Ak 604,599 7747 10 1316 L L L 1316 I I Z p189 1 R1316 -- - - - - - - - - - - - - - - - - - - - - - - - - - - — - — - — - — - — - — - — - — - — - — - - - - - - - - - - - - - - - - - - - - -- - - - - - --- R 1316 4'-1 (PIPE 1-14"0 SCH 40 x 4'-1 1316 L 1316 p189 - - - - - - - - - - -- - - - - - - - - - - - - - — - — - — - — - — - — - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - jh, yob P6 jt No In assembly 706A _P189 PIPE-1-1 4"0 SCH 40 A53 24961 93 -MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 24961 93 PRO DRAFT INC. DRAWING NUMBER. W [p. 189] #205-12332 Paftullo P1 CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 M4.8. FAX 04 5§9 7747 -oFZE=0r-j 0A I 227057LM ebsqes wwwgddincon - 131611, L 1316 p190 R1316 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - -- — — — — — — — — — — R 1316 4'-0 (PIPE_1-14"0 SCH _40 x 4'-0") 1316 1316 P190 �jhvy _7 r Q No In assembly 7 706A p190 PIPE-1-1/4"O SCH _40 A53 7 4'-0" 24444 91 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 171106 638 PRO DRAFT INC. DRAWING NUMBER. W [p. 1 90] #205-12332 Pattull0 P1 CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 0 1316 log 1316 P191 R 1316 - - - 2- 13 316 31-91116 (PIPE 1-14"0 SCH 40 x 3'-91116) 01 1316 1316, P191 I --- - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ;''cz No In assembly 18 707A P191 PIPE 1-1/4"O-SCH 40 A53 18 3,-91 232.36 87 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 418251 156 PRO DRAFT INC, DRAWING NUMBER. W [P- 191 ] 05/22/2008 #205-12332 Pattullo Pl. CONTRACT NO PROJ # PLOT DATE OO/Oo/ Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 I PR604=gZ5 EXX-604W7747 m_ Z Uts -4 No' IA WebsRe: wwpMftaffhQQpm KEW,-W-M 18'-7 101516 , 16'-8316 1111781, \ \ p192 (RIS-11 \ \ \ \ 7 9• \ \ '7 071 \ � o T \ M \ O I� \ 12 co \ r- \ M \ cT� \ i \ co \ r \ \ \ ANYSFO - - PC/TOT 'ACES CO co B•Ml AESNO � YNM/yEBCal TOHEFV oR / � �By 7 , -1 AT i PRIMO i 24'-7" (ABT) N�' In assembly 1 705A p192 PIPE-1 1/4"0_SCH._40 A53 1 152619 55.7 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 152619 55 7 PRO DRAFT INC DRAWING NUMBER. W [p 1921 #205-12332 PattuHo PI CONTRACT NO PROJ 0 PLOT DATE 05/22/2008 Surrey B.0 V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE. 00/00/0000 58L EAX-804 589 774Z0 �oco 0 .71 °�� � nn� f 17 0 a�� m "y � c& ��0L O.1 -2 Oa 2716 (ROD14 X 43 16) 0 p193 co 2316 No in assembly 5 704A 4 705A p193 RO131/4 A36 9 0'-4 3/16' 3.36 01 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 30.27 05 PRO DRAFT INC. DRAWING NUMBER. W [p. 1 93] #205-12332 Pattu110 PI CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 NM Mq 7747 r- mTZLMM0r-j o• Ak MC12X10 6 x 19'-111316 19'-6516 5916 358 71316 12 04 M 216 6s8 p194 w �2 M M 0)Lo � _� N � N d' C.0 co CD CD cD co - - - - - - - - - - - - - - - - - - - - - - - - - - - — — — — — — — w 91516 12 N 51116 31316 138 71316 le 1078 REVIEWED RkA.---C MC1—fo— - O tiESHOPDR4SUg r7tC7A0RRC5RESBME11/1S Q � -E. EVIE{�/ j Na In assembly DA, pl 1 703A .NC, MARK SIZE10.6 RADE iNo 19' 11 13116-LENGTH 6789.40 AREA 210.WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 678940 2109 RAFT INC DRAWING NUMBER. w (p 194, PRO D #205-12332 Pattull0 PI. CONTRACT NO- PROJ # PLOT DATE 05/22/2008 Surrey B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 0 p19504 1 - 1316Q� 3 n o ¢ a ox MR 212 212 L4X4X38 x 5 p195 No In assembly 2 703A P195 L4X4X3/8 A36 2 0'-5' 85.78 41 MARK SIZE GRADE No LENGTH AREA WEIGHT MATERIAL LIST FOR WORKSHOP TOTAL 171 55 81 PRO DRAFT INC. DRAWING NUMBER W [P- 1951 #205-12332 Pattullo PI CONTRACT NO PROJ # PLOT DATE 05/22/2008 Surrey, B C V3V 8C3 REVISION TEXT FOR APPROVAL ISSUE DATE 00/00/0000 o- PREPARED 6/13/08 9 48 06 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 6/13/08 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PHONE OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS provide access to remove hvac/roof access ladder sprinkler is in the way of using ladder safely BLI O1 6/13/08J BLDG INSULATION 19 June 13 2008 8 57 31 AM 1pangrle RANDY 461 1391 EXTERIOR INSULATION' COMMENTS AND NOTES C PA A PREPARED 6/10/08 8 57 58 INSPECTION TICKET PAGE 1 w CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 6/10/08 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PHONE OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST -- - --- --- --- ---- PERMIT BPC 00 BUILDING PERMIT COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS BLHD O1 4/15/08 JLL BLDG FRAMING HOLD DOWNS TIME 01 00 4/15/08 DA April 14 2008 4 59 32 PM 1pangrle TOM (CONSULTING ENGINEER) 360 915-4149 HOLD DOWNS TRANSIT BLDG AFTERNOON PLEASE CALL HIM 30-MINUTES BEFORE YOU GET THERE SO HE CAN MEET YOU THERE April 15 2008 4 27 32 PM jlierly missing hold down/verify with engineer the change in type of hold down/missing nailsin shear/ washer required on sill plates per code/jll BL9 01 4/15/08 JLL BLDG SHEARWALL TIME 01 00 4/15/08 DA April 14 2008 5 01 27 PM 1pangrle TOM (CONSULTING ENGINEER) 360 915 4149 SHEARWALL NAILING TRANSIT BLDG AFTERNOON PLEASE CALL HIM 30-MINUTES BEFORE YOU GET THERE SO HE CAN MEET YOU THERE April 15 2008 4 27 32 PM jlierly missing hold down/verify with engineer the change in type of hold down/missing nailsin shear/ washer required on sill plates per code/jll BLHD 02 4/24/08 JLL BLDG FRAMING HOLD DOWNS TIME 01 00 4/24/08 DA April 24 2008 8 32 29 AM 1pangrle RANDY 461 1391 HOLD DOWNS AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE April 24 2008 3 36 07 PM jlierly eng to approve change for different holddowns actually used/ROO BL8 01 4/24/08 JLL BLDG ROOF SHEETING TIME 01 00 � /J G,1)/��/✓) J 4/24/08 AP April 24 2008 8 36 20 AM 1pangrle RANDY 461 1391 ROOF NAILING & HARDWARE AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE April 24 2008 3 37 00 PM jlierly BL9 02 4/24/08 JLL BLDG SHEARWALL TIME 01 00 4/24/08 AP April 24 2008 8 34 44 AM 1pangrle RANDY 461 1391 SHEARWALL AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE April 24 2008 3 3 07 PM jlierly BL3 01 6/10/08 LL BLDG FRAMING 1 June 9 2008 3 08 18 PM 1pangrle �- RANDY 4611391 FRAMING TRANSIT BLDG COMMENTS AND NOTES BUILDING DIVISION CITY OF PORT ANGELES �Qp \ t'01 V' 01 Correction Notice Yv SJ\ Job Located at Inspection of your work revealed that the following. is not in accordance with the codes governing the work in this jurisdiction } vt 14;�- I -n These corrections must be made and are not to be covered until reinspection is made. Whencorrections have been made, please call for inspection Date j a CI Inspector for Building Division DO NOT REMOVE THIS TAG PREPARED 6/04/08 9 27 31 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 6/04/08 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PHONE OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST -- - ------- - --- -- -- -------- --- PERMIT PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS PL1 01 2/29/08 JLL PLUMBING UNDER SLAB TIME O1 00 2/29/08 AP February 29 2008 8 52 24 AM 1pangrle RANDY 461 1391 UNDERGROUND PLUMBING AFTERNOON February 29 2008 4 14 16 PM jlierly PL2 01 6/04/08 PLUMBING ROUGH IN June 4 2008 8 18 31 AM 1pangrle TODD 301 9945 'ROUGH IN PLUMBING ON THE PLAZA BLDG INSPECT ASAP (THE WORKERS LEAVE AT 3 00 PM) COMMENTS AND NOTES AGREEMENT THIS AGREEMENT is entered into this day of June, 2008 by and between the City of Port Angeles, Washington, a municipal corporation, hereinafter called "City" and the Clallam County Economic Development Council, Inc., a non-profit corporation, hereinafter called "Contractor " WHEREAS, the City is a municipal corporation of the State of Washington authorized to contract for economic development services, and, WHEREAS,it is in the public interest for economic development activities to be performed that will enhance the economy and employment opportunities in the City of Port Angeles, and, WHEREAS the City has need of research and assistance in regards to these and other aspects of its operations, NOW,THEREFORE,in consideration of the above representations and the mutual covenants and agreements herein, it is agreed by the parties as follows 1 PERFORMANCE BY THE CONTRACTOR. A. Promote Economic and Employment Opportunities. The Contractor shall promote and enhance economic development and employment opportunities in the City in accordance with the mission and goals set forth in the attached Exhibit "A" The Contractor shall use its resources to market the facilities and capabilities of the City to new and existing businesses with the goals of increasing City revenues and employment opportunities for City residents. 1 r B Business Retention, Expansion and Recruitment. (1) The Contractor shall work cooperatively with the City and shall serve as an economic development research and reference service for the City In this capacity the Contractor shall conduct ongoing basic market research,identify target markets, provide business retention, expansion and recruitment services aimed at existing businesses and target markets, and participate with the City in the process of responding to inquiries,site selection consultation,and case management,regarding existing or new industries or other commercial ventures which seek mfonnation concerning the facilities and resources managed by the City or which may involve properties and/or infrastructure within the City and the Port Angeles Urban Growth Area(UGA) (2) The Contractor shall, upon request, provide effective industrial marketing guidance to City staff and provide services in the development and execution of programs aimed at better planning, utilization, promotion, and advertisement of commnumty services, facilities, infrastructure, and property (3) The Contractor shall maintain and enhance working relations with existing businesses to assist them with start-up and expansion needs, technical assistance, access to business counseling and financing resources including aid and assistance to at-risk businesses. (4) The Contractor shall assist the City in preparing replies to inquires received by the City or the Contractor regarding City facilities and resources or which may involve properties and/or infrastructure within the Port Angeles Urban Growth Area (UGA)relative to economic development retention and growth opportunities. (5) The Contractor shall assist the City in applying for and administering economic development related grants,including any potential to support the development of infrastructure. (6) The Contractor shall assist the City in working with Clallam County to (a) Expand City Limits into the Port Angeles UGA, (b) Extend the Port Angeles UGA, and (c) Extend City services and utilities into such areas (7) The Contractor shall maintain an up-to-date community profile specific to the Port Angeles area,which highlights demographic and development data customarily of interest to industrial/commercial developers. 2 3 (8) The Contractor shall work with the City in the maintenance and periodic update of the commercial and industrial property and infrastructure databases for the Port Angeles vicinity (9) The Contractor shall work with the City to research, identify, and implement the addition of new development incentive programs or packages as may be applicable to Port Angeles economic development efforts. C Prospect Management The Contractor will be primarily responsible for providing services in connection with industrial and business retention,expansion and/or relocation. The Contractor will represent the attributes for appropriate site locations within the City that meet the prospects criteria. In such dealings, the Contractor shall participate in the handling of prospects, in accordance with the following guidelines (1) Contacts made directly to the Contractor or referred to Contractor by Outside Sources. (a) The Contractor will provide general information and other data requested by the prospect. Within 24 hours of being contacted regarding a prospect, the Contractor shall notify the City Manager, or his designee,by phone and/or e-mail,regarding details of the contact. (b) If the prospect indicates an interest in specific business locations, the Contractor shall notify other affected parties and property owners as appropriate, make appropriate introductions, and assist in follow-up marketing. (c) If the prospect requests confidentiality, the Contractor will keep the City Manager,or his designee,fully informed without revealing the identity of the prospect. (2) Contacts made directly to the City (a) When the City receives a direct contact or is managing a development prospect and desires support from the Contractor it may request such assistance, and Contractor will render such assistance The Contractor to supply recruitment information and services as described in 1A and 1B 3 r (3) Public Events, and Media Any public events such as media conferences,ground breaking ceremonies, and ribbon cuttings in which the Contractor is involved within the City and or the Port Angeles UGAs will be coordinated with the City Manager or his designee, the siting jurisdiction, and other affected partners. D The Contractor shall provide to the City and to such persons as the City may direct, free of additional charge,materials prepared by the Contractor E. The Contractor shall maintain records and report to the City as follows (1) The Contractor shall maintain accounts and records that accurately reflect the revenues and costs for the Contractor's activities under this Contract. These financial records, and all records related to the performance of this Contract, shall be available for City inspection. (2) The Contractor shall provide the City with written reports monthly, fully describing what work has been perfonned pursuant to this Contract, and including a current statement of revenues and costs. (3) The Contractor shall provide the City with a written report quarterly as outlined in Exhibit A — Reporting Performance Measures, fully describing how the Contractor s activities have benefitted the City,the greater Port Angeles community and the economy of Port Angeles. In addition,the Contractor's Executive Director shall appear before the City Council at least quarterly to report on the Contractors activities pursuant to this agreement and to answer questions (4) The Contractor shall use its best efforts to economize on overhead expenses to the maximum extent feasible in providing the services to be performed pursuant to this Contract. (5) The Contractor shall provide the City with an annual budget,including current salaries and benefits for all employees and classifications of employees and shall notify the City within 30 days of any increases in salaries or benefits from the previous year 2 PERFORMANCE BY THE CITY A. For the services to be rendered by the Contractor the City will provide,by payment in cash, the amount of$5,000 -4- B Payment by the City shall be due upon receipt and acceptance by the City Manager of the Contractor's written quarterly report showing that the Contractor has performed in accordance with Section 1 of this Agreement. The Contractor will invoice the City for all quarterly payments. 3 TERM. This agreement shall be for a tenn of one year, commencing on January 1, 2008 4 ASSIGNMENT This agreement may not be assigned by either party to this agreement except by signed amendment. 5 BREACH. A. In the event of either party's material breach of the terms or conditions of this Contract, the non-breaching party reserves the right to withhold payments or services until corrective action has been taken or completed. However, the party shall not exercise this right until they have given written notice of such material breach to the breaching parry and ten days have passed since the receipt of such notice. This option is in addition to and not in lieu of the parties'right to terminate this Contract or any other right which State law offers for breach of contract. B If either party shall materially breach any of the covenants undertaken herein or any of the duties unposed upon it by this Contract,such material breach shall entitle the other party to terminate this Contract,provided that the party desiring to terminate for such cause shall give the offending party at least twenty days' written notice, specifying the particulars wherein it is claimed that there has been a violation hereof, and if at the end of such time, the party notified has not removed the cause of complaint,or remedied the purported violation,then the tennmation of this Contract shall be deemed complete 6 NON DISCRIMINATION A. The Contractor shall conduct its business in a manner which assures fair,equal and non-discriminatory treatment of all persons, without respect to race, creed or national origin, and, in particular• B The Contractor shall maintain open hiring and employment practices and will welcome applications for employment in all positions, from qualified individuals who are members of minorities protected by federal equal opportunity/affirmative action requirements, and, 5- C The Contractor shall comply with all requirements of applicable federal, state or local laws or regulations issued pursuant thereto, relating to the establishment of non-discriminatory requirements in hiring and employment practices and assuring the service of all persons without discrimination as to any person's race, color, religion, sex, Vietnam era veteran's status, disabled veteran condition,physical or mental handicap, or national origin. 7 DISPUTE RESOLUTION The parties agree that any dispute related to this Agreement shall first be submitted to the City Manager and the Contractor s Executive Director,and they shall attempt to resolve that dispute If the City Manager and Executive Director are not able to resolve that dispute,the dispute shall next be submitted to the City Council and to the Contractor's Board of Directors. Those entities shall attempt to resolve the dispute If they are not able to resolve the dispute, the dispute shall be submitted to mediation. The parties shall agree on one mediator If mediation is unable to resolve the dispute,then either party may take such legal action as they deem appropriate. The venue of any lawsuit related to this Agreement shall be in Clallam County, Washington. 8 INDEPENDENT CONTRACTOR STATUS The relation created by this Contract is that of independent contracting entities. The Contractor is not an employee of the City and is not entitled to the benefits provided by the City to its employees. The Contractor, as an independent contractor, has the authority to control and direct the performance of the details of the services to be provided. The Contractor shall assume full responsibility for payment of all Federal, State,and local taxes or contributions unposed or required, including, but not limited to, unemployment insurance, Social Security, and income tax. 9 HOLD HARMLESS AND INSURANCE. The Contractor shall protect, defend, save harmless, and indemnify the City, its officers, agents,and employees from and against any and all claims,damages,losses,and expenses, including reasonable attorney's fees, occurring, arising, or resulting from supplying work, services, materials, or supplies in connection with the performance of this Contract. The Contractor shall provide a Certificate of Insurance evidencing occurrence-based Commercial General Liability insurance with limits of no less than$1,000,000 combined single limit per occurrence,with the City shown as a named additional insured. -6- r 10 ENTIRE CONTRACT The parties agree that this Contract is the complete expression of the terins hereto and any oral representation or understanding not incorporated herein is excluded. Further, any modification of this Contract shall be in writing and signed by both parties IN WITNESS WHEREOF the parties hereto caused this Contract to be executed the day and year first herein above written. CITY OF PORT ANGELES CLALLAM COUNTY ECONOMIC DEVELOPMENT COUNCIL By Gary Braun, Mayor President ATTEST Becky J Upton, City Cleric Vice President APPROVED AS TO FORM. William E. Bloor, City Attorney GALegnl Backup\AGREEMENTS&CONTRACTS\2008 Agi vs&Contr cts\EDC 2008 Co Or ct.062008.vpd 7 Exhibit A 1 Perfonnance measures for reporting on in each monthly/quarterly/annual report: a. Describe the results of the EDC s efforts to implement the region s economic development strategies Please be specific. b Identify new investments made in the long-term economic growth of the region as part of the above strategy this month/quarter/year (Give special emphasis to those directly related to the Port Angeles area) c Identify new businesses/business people recruited to be EDC members this past month/quarter/year(again, give special emphasis to those directly related to Port Angeles), along with the following information. 1. Key personnel and contact information ii. Business sector ill. How you will engage them in furthering the region s economic development strategies. d. Identify new business startups and expansions in/near Port Angeles, along with the following information. 1. Key personnel and contact information ii. Business sector ill. Number of new fobs IV Reason they chose Port Angeles V What are the owner's/principal s interests? vi. How might they be further engaged in community involvement? 2 Quarterly reports will include the quarterly financials for the EDC Reports shall reflect how the EDC is increasing corporate sponsorship and investment in the EDC while reducing reliance on public agency funding. 8- STRUCTURAL SITE VISIT REPORT#2 JOB NAME. International Gateway Parking Garage JOB ADDRESS: Port Angeles, WA POGGEMEYER PDG JOB NUMBER: 7036 DESIGN GROUP =Gh1-'U Fit 1 G ENC-31NEE-PS DATE: May 7,2008 TIME. 1.00 PM PRESENT AT SITE/OFFICE: Roland Ordona, Primo Construction Co. (superintendent) Robert Bourdages, Poggemeyer Design Group (structural engineer) PROJECT STATUS: The south half of the 2nd floor slab rebar has been poured. The north half is ready for FIV, inspection, to be poured on Friday, May 9 ITEMS REVIEWED- 1 2"d floor PT tendons, north pour 2. 2i d floor reinforcing, north pour OBSERVATIONS. (Photos taken) 1 The tensioned tendons at the north pour shall be cut and grout pockets are to be grouted as soon as possible. 2. The tendons that splay out of the beam to the anchorage position sometimes are in close proximity to the edge of the forms at the bottom of slab/beam interface. Provide 1-1/2' clearance minimum to forms.Also place (2)#3 hairpins or(1)#4 hairpin at each location where tendons are within 2"of forms. Rebar need not be epoxied. Hairpin length shall be at least 8" 3. It was noted that(3)distributed tendons where placed at 6' on center rather than (2) at 4 on centers. This is an acceptable condition. 4 A dead end overlap was found at grid 0.5-K. Reposition anchor to 4 spacing and eliminate the overlap. 5. Reference. detail 13/S7 At grid F 5-0.5 hairpins are to be positioned 3/8 the slab thickness (2.25") away from the anchor plate. 6. At grid F 5-0.5, remove one of the#6 top reinforcing bars at the anchor to relieve congestion and reposition on the east face of the column. 7 Other banded and distributed anchors, each end appeared adequate. POGGEMEYER OESGNGMUP INC. Port Angeles International Gateway West Parking Garage Structural Site Visit Report May 7 2008 Page 2 8. Of the 17 tendons in each beam, 10 are splayed into the slab. This condition is acceptable. 9 A random check of beam PT profiles and distributed tendon profiles appeared adequate. 10 The mid-depth rebar running N-S was found to be in place. 50%of the E-W mid- depth rebar was not in place. 11 Beam reinforcing was found to be adequate, based on a random check. 12. PCV conduit embedded in the slab was found to negligible. The special inspector shall review all of the deficiencies noted above and confirm that they have been corrected prior to the pour Report repared by Ro Vert Bourdages, P.E. Pr' cipal P ggemeyer Design Group, Inc. Page 2 j7 - j(5/2%2008)James -ierlyW--F2esponse RFI #274 Memo.pdf Page 1 grigkt engineering Inc. Corisultin6StructuraldndC' ilEngineering l Memo Date: May.2;2008 116.03R To: Stan;Cruse Parametriz,Inc. 2102;N Pearl Street,Suite 301 Tacoma,.`WA,98406 From: Ade J`Bright RE: Port Angeles International Gateway N Stan— As requested ,y the Port Angeles Building Inspector,this is to confirm that holdbwnS.PHD-2;PHD-5, and HDQ-8t&c.acceptable,siibstitutes for,HD-2A,HD-;5A,and HD-,8A respectively These materials were specified on drawing 52:09 Please.callIfte if you have any°questions. 3. B.,;l S�CfVrfit EKPIRES'S;'30 J� cc: Sighed: Ade.J.Bright,PE,SE �it3oq.f Ate?^ SI S-10e\VA q8i '58, 1 F. toG bt:w; 1Fa a0o 67s i65 ' �foQa�!+aV,tng :m. PREPARED 4/24/08 8 55 34 INSPECTION TICKET PAGE 2 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 4/24/08 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PHONE OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST - ---- - -- - - --- ------ -- - -- PERMIT BPC 00 BUILDING PERMIT COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS BLHD 01 4/15/08 JLL BLDG FRAMING HOLD DOWNS TIME 01 00 4/15/08 DA April 14 2008 4 59 32 PM 1pangrle TOM (CONSULTING ENGINEER) 360 915 4149 HOLD DOWNS TRANSIT BLDG AFTERNOON PLEASE CALL HIM 30-MINUTES BEFORE YOU GET THERE SO HE CAN MEET YOU THERE April 15 2008 4 27 32 PM jlierly missing hold down/verify with engineer the change in type of hold down/missing nailsin shear/ washer required on sill plates per code/jll BL9 01 4/15/08 JLL BLDG SHEARWALL TIME O1 00 4/15/08 DA April 14 2008 5 01 27 PM 1pangrle TOM (CONSULTING ENGINEER) 360 915 4149 SHEARWALL NAILING TRANSIT BLDG AFTERNOON PLEASE CALL HIM 30 MINUTES BEFORE YOU GET THERE SO HE CAN MEET YOU THERE April 15 2008 4 27 32 PM jlierly missing hold down/verify with engineer the change in type of hold down/missing nailsin shear/ washer required on sill plates per code/jll BLHD 02 4/24/08 BLDG FRAMING HOLD DOWNS TIME O1 00 April 24 2008 8 32 29 AM 1pangrle RANDY 461 1391 HOLD DOWNS AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE BL8 01 4/24/08 J BLDG ROOF SHEETING TIME O1 00 April 24 2008 8 36 20 AM 1pangrle RANDY 461 1391 ROOF NAILING & HARDWARE AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE BL9 02 4/24/08 LL BLDG SHEARWALL TIME 01 00 April 24 2008 8 34 44 AM 1pangrle RANDY 461 1391 SHEARWALL AFTERNOON PLEASE CALL HIM TEN MINUTES BEFORE YOU GET THERE COMMENTS AND NOTES l PREPARED 4/15/08 9 40 32 INSPECTION TICKET PAGE 5 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 4/15/08 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PHONE OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST --- - -- - -- - -- -- -- - - ---- - --- PERMIT BPC 00 BUILDING PERMIT COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS BLHD 01 4/15/08 �d�,L_ BLDG FRAMING HOLD DOWNS TIME 01 00 April 14 2008 4 59 32 PM 1pangrle TOM (CONSULTING ENGINEER) 360 915 4149 HOLD DOWNS TRANSIT BLDG AFTERNOON PLEASE CALL HIM 30 MINUTES BEFORE YOU GET THERE SO HE CAN MEET YOU THERE BL9 01 4/15/08 JLL BLDG SHEARWALL TIME 01 00 April 14 2008 5 01 27 PM 1pangrle TJI�v� TOM (CONSULTING ENGINEER) 360 915 4149 SHEARWALL NAILING TRANSIT BLDG AFTERNOON PLEASE CALL HIM 30 MINUTES BEFORE YOU GET THERE SO HE CAN MEET YOU THERE COMMENTS AND NOTES Page 1 of 1 lAttachments can contain viruses that may harm your computer Attachments may not display correctly Ingo Goller From: Ade Bright[ab@brighteng.com] Sent: Thu 3/27/2008 6:28 PM To: 'Stan Cruse' Ingo Goller Cc: Subject: Attachments: D FS-17_pdf(52KB).D FS-14.odf(51KB) D FS-15.odf(784KB) D FS-16.pdf(96KB) Stan, Based on our discussions yesterday attached are preliminary sketches of proposed repairs at 1)the pop-outs on the East wall under the PT beams 2) parking level slab and 3)joint between the retaining wall and the garage wall The exterior of the wall seem to suggest that the exterior pilaster come up to the curb. I am also considering tying both walls together by using U-shaped dowels instead of L-shape dowels which allow the retaining wall to move North Ingo please have the contractor provide the distance from the NE corner of the retaining wall to the catch point along the North wall. Please-comment on the sketches. Ade Ade Bright PE, SE Bright Engineering, Inc. 1809 7th Avenue I Suite 1100 1 Seattle,WA 98101 P•206.625.3777 1 F•206.625.1851 1 www.brighteng.com http.//mail.xltech.com/exchange/igoller/Inbox/Proj ects/Gateway/Constructlon/NE%2OReta. 9/12/2008 EAST END OF PB3 P65 PB5A a � d a d BEAM SOFFI T a a 4 a a a 4 a NEAR VERTICAL AS POSSIBLE CUT 1/8 MIN DEEP GROOVE BOUNDARY PATCH AREA NEAR HORIZONTAL AS POSSIBLE NOTES. 1 LOCATE LIMITS OF CONCRETE DEFECT AND CUT 1/8 DEEP BOUNDARY AS SHOWN ABOVE 2 CHIP OUT TO SOUND CONCRETE WITHIN THE BOUNDARY 3 USE SIKAREPAIR SHB OR SIKATOP 123 PLUS OR APPROVED EQUAL. 4 PREPARE SURFACE AND APPLY REPAIR MORTAR ACCORDING TO MANUFACTURERS INSTRUCTIONS 5 RE—VERIFY CONDITION AT PB7 AND PB9 REN90N5 BRIGHT ENGINEERING, INC PORT ANGELES INTERNATIONAL GATEWAY °N°S-1a Consulting Structural & Civil Engin Bring TRANSPORTATION CENTER 16,031? 1809 7th Av ue. Suite 1100 116.03R 6 Seattle WA 98101 REPAIR ON WALL ALONG GRID 8 °A1e:3 27 06 206-625-3777 Fax 206-625-1851 BY-A. BRIGHT �� °i"',�►. `'^"^'. �., —_ —�- °o< --kala y. o,r > � K , 21,11 b+� £ r •t t 't`L ? if +; .. ;Y — _ Q r x� ,1 p r .+' a i ✓ ,SSL v C t i V£' / s �'k l� �,,,._.��. �,.r �r j �5�'Y��x �L.r�.i,` ry r _ � '(�M��' r `� �` 'fes1VG✓ � �. .. / 4 ix. �;,f�Ai« �t^t� � h��-�✓{ M�+-�p � W"r r+s 1�u,,. '' _ S t �•�� c\r�E/ :*l_^ � ' �e � 16 BRIGHT ENGINEERIWANC CPOR 1802 7th Avenue Suits 1100 1 1 TRANSPORTATION ®' EXTERIOR PILASTER E SfDEWALK RETAINING WALL d PLAZA CURB I Al- I JO/FELT TOP OF e t"J d RETAINING WALL e ° INTERIOR m d PILASTER BELOW d° PLAZA d VA 4 PLAZA CURB EXTENDED OVER INTERIOR PILASTER d d TOPJ�yEy(E WW SECTION 4 SCALE:17/Y�1'-O' _ a d d TOP OF EXTERIOR PILASTER Y • e BELOW BOY OF SIDEWALK SLAB• it BOT OF PILASTER AT EL_�_ i� 130A,FELT d II SO/FELT II '_ SPRAYED ON MCN DENSITY FOAM PILASTER e d ° INTERIOR FACE • OF WALL ii a B• SDE FELT d .70/FELT frl II T•_g• �j TOP Or SLAB Ip BOT OF INTERIOR PILASTER TO MATCH BASE SLAB.TCP Z OF PILASTER EL 22'-0• !� i ELEVATION SECTION w SCALE:7 1/2'-1'-0• SCALE:7 1/2'-I'-(r — a/ ° R1GH�N6 NCNC / cti +»+• +� el�..ev PORT ANGELES INTERNATIONAL g+e �+ p 6 +rw.i uF. GATEWAY TRANSPORTATION CENTER rxT-ro 777 mm 7s-+wp REPAIR AT RETAINING WALL PLEASE PROVIDE 8 I +EL FILL AREA CUT 1/8 MIN DEEP GROOVE EL10 + + EL10 Q CJ Z J W w CL NOTES. 1 PATCH AREA IS BOUNDED BY CJ SA WCU T GROOVE AND CONCRETE WALLS 2 VEE ANY EXISTING CRACKS IN SLAB PREPARE SURFACE AND FILL WITH SIKAFLEX 1A OR EQUAL ACCORDING TO MANUFACTURERS INSTRUCTIONS 3 ALLOW CRACK SEALANT TO CURE AND PREPARE SURFACE PRIOR TO FILLING AREA WITH GROUT 4 USE SIKH TOP 122 PLUS OR APPROVED EQUAL 5 ADD PEA GRAVEL TO MIX WHERE FILL IS 1 OR MORE IN DEPTH REM °N5 BRIGHT ENGINEERING, INC PORT ANGELES INTERNATIONAL GATEWAY EDAM3 s=n 6 COnsuBing Structural & Civil Engin ring TRANSPORTATION CENTER T Na. 1809 7th Avenue, Suite 1100 6.03R Seattle WA 98101 REPAIR AT NE CORNER OF PARKING LEVEL 24 08206-625-3777Fax 206-625-1831 BRIGHT Page 1 of 2 o Ingo Goller From: Ade Bright[ab@brighteng.com] Sent: Fri 3/7/2008 3:42 PM To: 'Stan Cruse' Cc: Ingo Goller• 'James Dugan' Jmahlum@cityofpa.us Subject: RE: Beam P3 Attachments: Stan You are spot on The picture show the rebars were cut. Ade Bright PE, SE Bright Engineering, Inc. From Stan Cruse [mailto•SCruse@parametrix.com] Sent: Friday, March 07, 2008 3 11 PM To: Ade Bright Cc: 'Ingo Goller', James Dugan, Jmahlum@cityofpa us Subject: RE Beam P3 Ade, Another photo looking down at the P3 beam seat. Parametrix corOW'd#*de — uc#vd aaeitaow — 014 y a dwex"Oe Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax 253 752.9865 cell: 360 710.6425 scruse@parametdx.com From: Stan Cruse http.//mail.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2ORetai 9/8/2008 Page 2 of 2 Sent: Friday, March 07, 2008 3 07 PM To- 'Ade Bright' Cc: 'Ingo Goller', James Dugan, Jmahlum@cityofpa us Subject: Beam P3 Ade, The attached photo of beam P3 seat would indicate the bearing area is not the width (12 inches)of the wall, but less. There are no vertical bars visible as at the other beam locations. Parametrix ics#Wd,lea, & — ur*wd QoQutie — a �rce Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253.752.9862 fax-253 752.9865 cell: 360 710 6425 scruse@parametdx.com http.//mail.xltech.com/exchange/igoller/Inbox/Proj ects/Gateway/Construction/NE%2ORetal 9/8/2008 grigkt Engineering Inc Consulting Structural and Civil Engineering SITE VISIT REPORT Project Name: Port Angeles International Gateway Project No 116 03R Date Prepared March 19, 2008 Prepared for- KREI Prepared By- Ade J Bright, PE, SE At the request of the Owner and Construction Manager, I visited the site on March 11 2008 to (a)Evaluate reported delamination on the wall along grid B directly below the PB3 and PB5 (b)Evaluate the treatment of the gap, at the expansion point 8E,between the retaining wall and the plaza wall. Observations PT Beams. PB3 Photo #1 shows an area about 36"x36' chipped out to solid concrete The-spall extends the. width of the,beam. There was,evidence of sandy(fine)material between the spalled concrete and sound concrete. Only one vertical rebar was observed with 2 Z/2 cover Specified wall reinforcement on this face is 12 on center both ways with 1 I/2 cover The surface of the bar was clean and it appears that concrete mortar did not bond to it. Source of water intrusion around the beam was determined to be from the chamfer, around the wall/beam point on the exterior face of the wall. This is shown in photo#2 There is a layer of fines along and directly below the beam seat. PB5 Photo#3 shows a significantly less spalled area and depth below the beam. PB5A Photo #4 shows very limited spall under the beam. PB7 and PB7A. Photo #5 and#6 respectively show no indication of voids or spall under the beams +80q J S ioo 1_—,P ft k �A goin-1351 615 37' fo o6 625J851 P � l 4 Port Angeles International Gateway Bright Engineering,Inc. Site Visit Report March 19 2008 No spalls or void were observed at the west end of the beam. Possible repair would consist of identifying the limits of unsound concerete, score a trapezoidal limit of unsound concrete, and patch the void with repair mortar Expansion Joint: Photos #6 and#7 show the gap at the expansion point. It was discussed that a possible cosmetic fix would be a concrete or metal covet The NE corner is now a low point due to the previously reported settlement. One possible repair discussed is to fill the corner with repair mortar and slope it to drain. The contractor is to provide the location of the catch point along the retaining wall. This point would be the westerly limit of the repair Conclusion Repairs for the concrete spalls, expansion point cover and slab `slope would be provided after consultation with the,architect. Page 2 of 6 Port Angeles International Gateway $ '-`: Bright Engineering,Inc. Site Visit Report March 1.9 2008 Site Photos 7 TFr' 3 /" Deep Sand - ' Y" , y 2 % Deep Rebar , x i" Deep Photo#1 ._ 7 A t� fi � Ry( .� * 'A Chaaaaier 1. 'Ria . �"$ 3u •'t'i- at &'B3! �j^} Photo #2 Page 3 of 6 Port Angeles International Gateway a Bright Engineering,Inc Site Visit Report March ]9mm J «SS yJn# . ^\ ` $22 \ Photo #3 P#S* Sand \ Photo#4 Page 4o6 Port Angeles International Gateway Bright Engineering,Inc Site Visit Report March 19 2008 �e 9 81(16 � Pd?/ zw / A iik � Photo#5 'h. �4. 7 y" PB74, Joint Photo #6 Page 5 of 6 Port Angeles International Gateway Bright Engineering,Inc. Site Visit Report March.19 2008 g NO a I A, fi 5 i 5 � Photo #7 i Page 6 of 6 Page 1 of 2 r y Attachments can contain viruses that may harm your computer Attachments may not display correctly Ingo Goller From: Stan Cruse[SCruse@parametrix.com] Sent: Fri 3/7/2008 3:11 PM To: Ade Bright Cc: Ingo Goller•James Dugan,Jmahlum@cityofpa.us Subject: RE: Beam P3 Attachments: D IMG 6622.JPG(2MB1 Ade, Another photo looking down at the P3 beam seat. Parametrix ior#wd#4& — loran w-d Qaeutiocrd — Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax 253 752.9865 cell: 360 710 6425 scruse@parametrix.com From: Stan Cruse Sent: Friday, March 07, 2008 3 07 PM To: 'Ade Bright' Cc: 'Ingo Goller', James Dugan, Jmahlum@cityofpa us Subject: Beam P3 Ade, The attached photo of beam P3 seat would indicate the bearing area is not the width(12 inches)of the wall,but less. There are no vertical bars visible as at the other beam locations. Parametrix ur#VWd Ae*A& — uu QoPutiocrd — a d'if ree Stanley C Cruse AIA, LEED v.2 AP http.//mall.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2ORetai 9/8/2008 Page 2 of 2 Project Manager phone 253 752.9862 fax. 253 752.9865 cell: 360 710 6425 scruse@parametrix.com http.//mall.xltech.com/exchange/i goller/Inbox/Projects/Gateway/Construction/NE%20Retai 9/8/2008 sF to .��� �. ggY�"�t a (•�+�"''��.bgt��ev a.•i'k•yj c+� } `�8''�"r�-s'r y,,. y, 'Y`4'.t,a*'.f, •fid� �,��.},*`�`�°�f,�CP"N��� t ��7~_"U�.. �°� ;. t, •Gyy � a 'Y 317 d "w" r. iWs - , iit.: "'i;',t+ .� .4}7��.., Y �t '�' j •rj +F', a• a i>'h�b } 'A,l' b' •;.It'''k �f�'j`l�� '' �_ y .3 �"jr^°'aC+l1''�'�"at ;h��YYt'! ile 4`# * `�0. �` t ^.�„_, +c i Y��NRO, ,_•3.IZ,Y� ^ I??; G t ..' .f .P�'''•' •., y''ar� g}.0 • {D' •9.6 ,y=a :d i;�r:'sR,, �"' .7'A "tea'' P' , ';_ '1' �C+f- f,'�+k!�R;''{ a.�G'' �* yy .l+�tiA,.iy r'*^ "� „�Y ''�.,�tis��• � •a"n^ f �^{ .Y 1fY?n'•t^Z`ti'.k='.tep Si° :1.3'rj' `k+'``33,77''k .rr��3� � ,�� tL�� � ,}, �RF� � ! g�+'�;°�'"'1 '<��R��•��. :,'71�2 � DV � 't }� •�� Rj ,a �eE` v:# � {�w � �• S,'� C'`i "}s;t}"�,�E g���'*,,,,',',•m :a +4 Q,a hs' .F ' s •wF'f t.>•�ri 7, �',' '�r''y,1 • d- diP''?.'°1 k .�j• y._�'r,AI t;;, ,fib:+ �' i�3ak'^' ,.7a[V •}.+ °yl,4„,g5 i ,b ,/'"� 'Av. - Yl rr^fit".P' ^`' E .tY.+ ?iZw't,i ,`l> ,3 .'t$y.:�'t^' iP 11. �R, r �'i� �Si' Fit• i+. 4, a At t, � sem' ryy �� ,gf.,(,hy ..k'� � lr ^� � ��M' ;"� t'?F,41 ,S• Jt r •`� '��� ��,, it A7' X' r��r' � �y•r�` r q �.' k Y�-._ T,, ,�� ` ; s, fit, s r• � � Ln.T'La� Page 1 of 1 1zhAttachments can contain viruses that may harm your computer Attachments may not display correctly Ingo Goller From: Stan Cruse[SCruse@parametrix.com] Sent: Fri 3/7/2008 3:06 PM To: Ade Bright Cc: Ingo Goller James Dugan;Jmahlum@cityofpa.us Subject: Beam P3 Attachments: 11 IMG 6657.JPG(2MB) F'1 IMG 6658.3PG(2MB) Ade, The attached photo of beam P3 seat would indicate the bearing area is not the width(12 inches)of the wall, but less. There are no vertical bars visible as at the other beam locations. Parametrix icr#vw-d#4& — ic#md Qa&ew" — ma&V a d% it xwe Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax-253 752.9865 cell: 360 710.6425 scruse@parametdx.com http.//mail.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2ORetai 9/8/2008 i •� ,N IRMO Of I' Page 1 of 3 Attachments can contain viruses that may harm your computer Attachments may not display correctly Ingo Goller From: Stan Cruse [SCruse@parametrix.com] Sent: Fri 3/7/2008 10:58 AM To: Ade Bright; Ingo Goller Cc: James Dugan,Jmahlum@cityofpa.us Subject: FW Delaminated Concrete Attachments: 12l Gateway Void East Wall.ipp(lMB) Ade and Ingo, It would appear to me that this happened when they stressed/tensioned the beam Parametrix ur#Wd Elie,de — icy f Wd QaPrttiacr� — a �rce Stanley C Cruse AIA, LEED v.2 AP Project Manager phone 253 752.9862 fax 253 752.9865 cell: 360 710.6425 scruse@parametrix.com From Ingo Goller [mailto igoller@xltech.com] Sent: Tuesday, March 04, 2008 2.04 PM To: Stan Cruse; Robert Kugen, James Dugan Subject: FW Delaminated Concrete Stan, Sorry to leave you out of the information loop This was sent out this morning Regards, Ingo Goller PE Construction Manager http.//matl.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2ORetat 9/8/2008 Page 2 of 3 Exeltech Consulting,Inc. 116 West 8TH Street,Suite 120 Port Angeles,WA 98362 Ph.360.417.3803 Fax:360.417.3097 The attached files and/or text within this e-mail message are the property of Exeltech Consulting Inc. Reuse of the files for any other purpose without authorization is strictly prohibited Exeltech Consulting, Inc.shall not be held responsible for any and all losses, claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. From: Ingo Goller Sent: Tue 3/4/2008 9.39 AM To- roland@primoinc.org, Patsy Busby [pb@olympus.net],Jennifer Howell, rh@olympus.net Cc: ab@brighteng.com, Roger Horton, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us], Denis Miller; Lindsay Murray Subject: Delaminated Concrete Attached picture shows the location of the delaminated concrete in the east plaza garage wall under the bearing seat of PB 3 Please provide a repair procedure including intended materials proposed for addressing the delaminated concrete At this time do not make any repairs until the engineer of record has reviewed the delaminated concrete and your proposed repair procedure Regards Ingo Goller PE Construction Manager Exeltech Consulting,Inc. 116 West 8TH Street,Suite 120 http.//mail.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2ORetai 9/8/2008 Page 3 of 3 Port Angeles,WA 98362 Ph.360.417.3803 Fax:360.417.3097 The attached files and/or text within this e-mail message are the property of Exeltech Consulting Inc. Reuse of the files for any other purpose without authorization is strictly prohibited Exeltech Consulting, Inc.shall not be held responsible for any and all losses claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. hop.//mall.xltech.com/exchange/l*goller/Inbox/Projects/Gateway/Construction/NE%2ORetai 9/8/2008 L _ 4 A 1. T a x ' 02-2908 1 _ � I J j G lUA —4 o. Coe, Page 1 of 2 Ingo Goller From: Ade Bright[ab@brighteng.com] Sent: Wed 3/5/2008 2:01 PM To: Ingo Goller- roland@primoinc.org, pb@olympus.net; 'Jennifer Howell' rh@olympus.net Cc: Roger Horton; Bill Alton;Jmahlum@cityofpa.us; Denis Miller- Lindsay Murray Subject: RE: Delaminated Concrete Attachments: ^ 2 �� 0 ✓�� Ingo > I I have a couple of question in looking at the picture � � a 1 1 see some 3 2x around the beam. What are those for and are they embedded in the wall? 2. How deep is the delamination?Or is it scaling?Does the area have a hollow sound or crack around the yellow mark? It may be necessary to chip out concrete around that area. Ade Bright PE, SE Bright Engineering, Inc. From: Ingo Goller[mailto igoller@xltech.com] Sent: Tuesday, March 04, 2008 9 39 AM To: roland@primoinc.org, Patsy Busby [pb@olympus.net],Jennifer Howell, rh@olympus.net Cc: ab@brighteng.com, Roger Horton, Bill Alton, Jim Mahlum [Jmahlum@cityofpa.us], Denis Miller; Lindsay Murray Subject: Delaminated Concrete Attached picture shows the location of the delaminated concrete in the east plaza garage wall under the bearing seat of PB 3 Please provide a repair procedure including intended materials proposed for addressing the delaminated concrete At this time do not make any repairs until the engineer of record has reviewed the delaminated concrete and your proposed repair procedure Regards Ingo Goller PE Construction Manager Exeltech Consulting, Inc. 116 West 8TH Street,Suite 120 �J http.//mall.xltech.com/exchange/igoller/Inbox/Proj ects/Gateway/Construction/NE%20Retal 9/8/2008 Page 2 of 2 Port Angeles,WA 98362 Ph:360.417.3803 Fax:360.417.3097 The attached files and/or text within this e-mail message are the property of Exeltech Consulting Inc. Reuse of the files for any other purpose without authorization is strictly prohibited Exeltech Consulting Inc shall not be held responsible for any and all losses claims or liabilities associated with the unauthorized use interpretation or modification of the files or text. http.//mail.xltech.com/exchange/igoller/Inbox/Projects/Gateway/Construction/NE%2ORetai 9/8/2008 PREPARED 2/29/08 9 27 25 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR JAMES LIERLY DATE 2/29/08 ADDRESS 123 E FRONT ST SUBDIV TENANT NBR CLALLAM TRANSIT SYSTEM CONTRACTOR PHONE OWNER Clallam Transit System PHONE (360) 452 1315 PARCEL 06 30 00 5 0 0043 0000 APPL NUMBER 06 00001042 COMM NEW CONST -- --- - - - - -- -- -- ---- ------ PERMIT PL 00 PLUMBING PERMIT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS PL1 01 2/29/08 LL PLUMBING UNDER SLAB TIME O1 00 February 29 2008 8 52 24 AM 1pangrle RANDY 461 1391 UNDERGROUND PLUMBING AFTERNOON COMMENTS AND NOTES CITY OF PORT ANGELES FIRE DEPARTMENT PERMIT e 321 East 5' Street, Port Angeles, WA 98362 Application Number 08 00000034 Date 1/16/08 Application pin number 410914 Property Address 123 E FRONT ST ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0.000 Tenant nbr name, CLALLAM TRANSIT SYSTEM Application type description FIRE SPRINKLER SYSTEM Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 204000 Owner Contractor - CLALLAM TRANSIT SYSTEM KNIGHT FIRE PROTECTION INC 830 W LAURIDSEN BLVD 2509 WEST 19TH STREET PORT ANGELES WA 98363 PORT ANGELES WA 98363 (360) 452 1315 (360) 417 0505 Structure Information 000 000 INSTALL FIRE SPRINKLER SYSTEM Permit FIRE SPRINKLER COMM Additional desc MAIN BLDG/PAVIL /E&W GARAGES _ Permit pin number 118786 Permit Fee 1602 65 Plan Check Fee. 1041 72 Issue Date 1/16/08 Valuation 204000 Expiration Date 7/14/08 Qty Unit Charge Per Extension BASE FEE 1020 25 104 00 5 6000 THOU BL-100 001 500K (5 60 PER K) 582 40 4 Permit FIRE SPRINKLER COMM rr Additional desc INSPECTION & TESTING Permit pin number 118794' W Permit Fee 100 00 Plan Check Fee 00 Issue Date 1/16/08 Valuation 204000 Expiration Date 7/14/08 x Qty Unit Charge Per Extension. BASE FEE 100, 00 Permit PLUMBING PERMIT Additional desc BACKFLOW PROTECTION - m. Permit pin number 119198 Permit Fee 57 00 f Plan Check Fee - 00 Issue Date 1116/08 Valuation 0 Expiration Date 7/14•/08 Qty Unit Charge Per Extension BASE FEE 50 00 1 00 7 0000 ECH PL OTHER BACKFLOW 2 OR LESS 7 00 Special Notes and Comments January 15 2008 1 10 46 PM 1pangrle l O - Call Ron Becker at 417 4886 when the ` backflow device is ready for inspection January 11 2008 2 41 31 PM kdubuc / �O 1) Project specifications dictate use of stainless steel sprinkler heads Wax coated sprinkler heads listed for outdoor applications may be substituted This permit becomes null and void if work authorized is not commenced within 180 days, if work is suspended or abandoned for a period of 180 days afer the work has commenced, or if required inspections have not been requested with 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of recognized standards, laws and ordinances governing this type of work will be compled w whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel th rovisions of any state or local law regulating the work specified in the pen-nit. Signature of•Contractor or Authorized.Agent Date Signature of Owner(if Owner is builder) Date FIRE PERMIT INSPECTION RECORD 4 Call 360-417-4655 for fire inspections Please provide a minimum 24-hour notice It is unlawful to cover insulate or conceal any work before inspected and accepted. Post permit in a conspicuous location. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE Inspection Type Date Passed Comments FIRE SPRINKLER Underground piping hydrostatically tested Underground piping flushed Interior piping hydrostatically tested Interior piping inspection Dry system air tested at 40 psi (24 hours) Sprinkler final FIRE ALARM Rough-in inspection Alarm final LP-GAS Completed by Contractor- Underground piping inspection/pressure test Test 41 Above ground piping inspection/pressure test Piping pressure test psi Time initiated Tank (container) inspection Test#2 Appliance inspection Piping pressure test psi Time initiated LP-gas final UNDERGROUND STORAGE TANK (UST) ABANDONMENT Removal of flammable/combustible liquids Tank appropriately abandoned UST abandonment final PERMIT OTHER(specify) permit final GENERAL COMMENTS 2/15/00 CITY OF PORT .ANGELES FIRE DEPARTMENT PERMIT e 321 East 5h Street, Port Angeles, WA 98362 r Page 2 Application Number 08 00000034 Date 1/16/08 Application pin number 410914 Special Notes and .Comments 2) All wall mounted indicating valves may be eliminated 3) Doors to sprinkler riser rooms must be labeled 4) Fire Department Connections (FDC s) must be labeled January 15 2008 8 32 33 AM rbecker When you install the Fire Sprinkler System you will need to install a double check backflow assembly If you install a irrigation system for the plants you will also need to install a backflow assembly for watering the plants If you have any question call Ron Becker at 417 4886 Fee summary Charged Paid Credited Due Permit Fee Total 1759 65 1759 65 __ 00- 00_ Plan Check Total 1041 72 1041 72 00 00 Grand Total 2801 37 2801 37 00 00 f' >. c t. This permit becomes null and void if work authorized is not commenced within 180 days, if work is suspended or abandoned for a period of 180 days afer the work has commenced,or if required inspections have not been requested with 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of recognized standards, laws and ordinances governing this type of work will be compied with whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating the work specified in the permit. Signature of Contractor or Authorized Agent Date Signature of Owner(if Owner is builder) Date i — ~ __.......i_: :t::�.�a..�...s:..3.i_.. v.._._.... ._... �� w...�.�.._....._.., _°I�,-.... .. .cam.., FIRE PERMIT INSPECTION RECORD Call 360-417-4655 for fire inspections Please provide a minimum 24-hour notice It is unlawful to cover insulate or conceal any work before inspected and accepted. Post permit in a conspicuous location. Q4 KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE fi Inspection TypeDate Passed Comments FIRE SPRINKLER Underground piping hydrostatically tested Underground piping flushed Interior piping hydrostatically tested Interior piping inspection Dry system air tested at 40 psi (24 hours) Sprinkler final . + �� KDD FIRE ALARM Rough-in inspection Alarm final LP-GAS Completed by Contractor- Underground piping inspection/pressure test Test#1 r Above ground piping inspection/pressure test Piping pressure test psi Time initiated Tank (container) inspection Test 92 Appliance inspection Piping pressure test psi Time initiated LP-gas final UNDERGROUND STORAGE TANK(UST) ABANDONMENT V� Removal of flammable/combustible liquids Tank appropriately abandoned UST abandonment final PERMIT OTHER(specify) permit final GENERAL COMMENTS N 2/15/00 \A < t PORT ANGELES FIRE DEPARTMENT 102 East Fifth Street, Port Angeles, Washington 98362 (360) 417-4650 FAX (360) 417-4659 Fire Sprinkler System Plan Review Project Name Gateway Transportation Ctr Address 123 East Front Installer• Knight Fire Protection Installer Telephone 417-0505 Type of System wet and dry, closed 13 ® 13 R ❑ 13 D ❑ Date 1 11.2008 PAFD Permit # 02-08 We have checked this plan and find that it conforms to the requirements of the code 1) Project specifications dictate use of stainless steel sprinkler heads. Wax-coated sprinkler heads listed for outdoor applications may be substituted. 2) All wall-mounted indicating valves may be eliminated. 3) Doors to sprinkler riser rooms must be labeled. 4) Fire Department Connections (FDC's) must be labeled. Additional Comments All systems, including underground mains, shall be installed by a state licensed and certified company Systems shall be installed per the applicable NFPA Standard. All electrical components shall be compatible with the fire alarm system. All underground piping must be inspected and hydrostatically tested by the Port Angeles Fire Department PRIOR to being covered. A witnessed flush of the underground piping is required. Before final acceptance of the system, an inspection will be conducted to ensure that the installation complies with the applicable NFPA Standard. ❑ Contractor Reviewed by- Building Department Date ll Ora ❑ Fire Department 0, pORTgN��` DATE. _ q'-U ci FN '?a `'c�RKS ANOJ� TO• FIRE DEPARTMENT ❑ PLANNING DEPARTMENT ❑ PUBLIC WORKS/ENGINEERING DIVISION ❑ LIGHT DIVISION ❑ ENERGY ❑ ENGINEERING ❑ POLICE DEPARTMENT ❑ ADMINISTRATION ❑ CITY CLERK ❑ RISK MANAGEMENT FROM. PUBLIC WORKS/BUILDING DIVISION RE ADDRESS 2� F- FY-0"i- St NAME/CONTACT n W t{ PHONE " L n -O-t:�D -j PERMIT NUMBER. S-- sli r PROJECT DESCRIPTION RM N K 1p-f- Yp aGtr NEW CONSTRUCTION ❑ ADDITION/ALTERNATION COMMENTS/CONDITIONS REVIEW/RETURN ❑ FILE F{�rD o8-o z 0\n0Hr+,,.� BUILDING PERMIT APPLICATION Print in ink r �'*1•� CITY OF PORT ANGELES - Attn Building Permit Technician Date Received gr For City Use Only 321 E. Fifth St. Port Angeles WA 98362 Permit#4CSS-3�{- � (360)417-4815 fax(360)417-4711 Date Approved Applicant or Agent0,44u- Phone r-�-oc6r- Property Owner G I T 1 S Phone Property Owner's Address Q'�- Sr- Contractor/Engineer Pcox c--7 Phone �►� r Contractor/Engineer's Address -2-SiWt-ST 191-h cr License # Vo I wff-DaN4c_►L Expires PROJECT ADDRESS 12 ; -�— � Ga, Parcel Number <^ NG Q Lot Zoning Project Type & Brief Description. ❑ Residential VIClommercial ❑ Multi-family ❑ Industrial Check all that apply view Construction -u�ttla� 1T J1/FL!?iNG- ❑Addition ❑ Remodel ❑ Repair ❑ Re-roof ❑ Demolition ❑ Sign ❑ wall-mounted ❑ projecting ❑ freestanding ❑ awning ❑ other Total sign area sq ft. Maximum allowed sign area sq ft. ❑ eat System ❑ Heat pump ❑wood-burning stove ❑ gas fireplace ❑ pellet stove ❑ other Other /$7 he VGle2 Floor Areas Existin_g(sq. ft.) Proposed(sq. ft.) Basement @$ per sq. ft. _ $ 1St Floor 2nd Floor 3rd Floor Garage Carport Covered Porch Deck Shed Other TOTAL VALUATION $ 2e--4GY�D Total footprint of structures sq ft. T Lot size sq ft. = Lot coverage % Max. height of proposed structures ft. Occupancy group #of bedrooms Will a lawn sprinkler system be installed? Occupant load #of full baths Will a fire sprinkler system be installed? Construction type #of half baths /have read and completed this application and know it to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required, an o obtain p r prior to working on projects. Date l Gl f Print Name `L Signature T Forms/Building Division/Bldg Permit Appl.-2006 Code.doc S r- V �� \ \ ��� ;x ao ;��- , � CITY OF PORT ANGELES FIRE DEPARTMENT PERMIT a J s 321 East 5`h Street, Port Angeles, WA 98362 Application Number 08 00000005 Date 1/03/08 Application pin number 466155 Property Address 123 E FRONT ST ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0.000 Tenant nbr name INT L GATEWAY TRANS CTR Application type description FIRE ALARM SYSTEM Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application 'valuation 16870 Owner Contractor - CLALLAM TRANSIT SYSTEM COSCO FIRE PROTECTION IN_ C 830 LAURIDSEN BLVD 13 RUTH S PLACE PORT ANGELES WA 98363 SEQUIM WA 98382 (360) 457 3308 Permit FIRE ALARM SYSTEM - Additional desc MAIN BLDG & 1ST FLR GARAGE Permit pin number 118406 Permit Fee 150 00 Plan Check Fee 00 Issue Date 1/03/08 Valuation 168.70 _ Expiration Date 7/01/08 Qty Unit Charge Per Extension 1 00 100 0000 ECH FIRE INSPECTION & TESTING 100 00 1 00 50 0000 ECH FIRE ALARM PLAN REVIEW 50 00 -- - - Special Notes and Comments Call for cover inspection for all sprinkler installations A full acceptance test will be. required for, all fire alarm systems Fee summary Charged Paid Credited Due - � a, Permit Fee Total 150 00 15000 00 00 -, Plan Check Total 00 00 00 00 Grand-Total 150 00 150 00 00 00 08 This permit becomes null and void if work authorized is not commenced within 180 days, if work is suspended or abandoned for a period of 180 days afer the work has commenced,or if required inspections have not been requested with 180 days from the last inspection.I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of recognized standards, laws and ordinances governing this type of work will be compled with whether specified herein or not. The granting of this permit does not presume to give- authority to violate or cancel the provisions of any state or local law regulating the work specified in the permit. Signature of-Contractor or.Authorized Agent Date Signature of Owner(if Owner is builder) Date C) FIRE PERMIT INSPECTION RECORD Q Call 360-417-4655 for fire inspections. Please provide a mimmum 24-hour notice It is unlawful to cover insulate or conceal any work before inspected and accepted Post permit in a conspicuous location. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE Inspection Type Date Passed Comments FIRE SPRINKLER Underground piping hydrostatically tested Underground piping flushed Interior piping hydrostatically tested Interior piping inspection Dry system air tested at 40 psi (24 hours) Sprinkler final FIRE ALARM tv Rough-in inspection Alarm final LP-GAS Completed by Contractor- Underground piping inspection/pressure test Test#1 75 Above ground piping inspection/pressure test Piping pressure test psi t —1 Tank (container) inspection Time initiated Test#2 Appliance inspection Piping pressure test psi Time initiated LP gas final UNDERGROUND STORAGE TANK(UST) ABANDONMENT Removal of flammable/combustible liquids Tank appropriately abandoned UST abandonment final PERMIT OTHER (specify) permit final GENERAL COMMENTS 2/15/00 C 08 - 05 PORT ANGELES FIRE DEPARTMENT FIRE ALARM SYSTEM PLAN REVIEW Project Name Gateway main bldg and garage first floor Address 123 East Front Street Plan# 08-01 Installer• Cosco Date 01 03.2008 We have checked this plan and find that it conforms to the requirements of our codes and ordinances, with the following comments 1) OK to eliminate manual pull stations from fully sprinklered buildings. 2) A KNOX locking keybox is required. Contact the Fire Department at 417-4653 for ordering and mounting information. 3) Door to room containing fire alarm control panel must be labeled on the outside with the letters "FACP " The following comments apply to all systems 1 All systems shall be installed per NFPA 72 2 A final field acceptance test will be conducted before final approval. The field acceptance test will be a test of ALL system components. 3 Owner is responsible for all ongoing inspection, testing and maintenance required per the current edition of the International Fire Code NOTE Prior to the issuance of a Certificate of Occupancy, compliance with the above conditions must be met. Reviewed by- Date t 3 06 0 Building Department Copy ❑ Contractor/Owner Copy ❑ Fire Department Copy ❑ Light Department For OFFICIAL USE ONLY . BUILDING PERMIT - APPLICATION Du.e RL�, — 3 —o� Permit#' 0?;—Os Fill out COMPLETELY and in INK.Your application and site plan MUST BE Date n COMPLETE to be accepted for review If you have any questions,call sued. d�'ed. Date issue PERMITS(360)417-4815 FAX(360)417-4711 Applicant or Agent: UD#4- L7– VA r'4w Phone V<7 –`3 Owner_ A rg L Phone Address ,��, C% �{� City• R;Icc. A NEs G-L-(--< zip 9,L''�Z��� Architect/Engineer- Phone COntractorc'c C Ff eys-z- ICCIEtEr-T- State License#•C-cy5c oFPg3s/hc`Exp -1-OZ-o 9 Phone 'K7-3�;(>%' Address 3 (ZirTi.�s Pl,r3 Lam' y,+-�s "City kLy� U-)K:� Zip•��5 - PROJECT ADDRESS /a Z F-g..o v $� 1. .;I'DE_GJ_ Y'_P�OZPNING LEGAL DESCRIPTION Lot: Block: Subdivision. CLALLAM COUNTY PARCEL NUMBER. Credit Card Holder Name: Billing Address: city. Credit Card Type VISA MC—# Exp.Date: TYPE OF WORK. SIZE/VALUATION ❑ Residential ❑ New Constr ❑ Re-roof ❑ Stove SF @$ /SF =$ ❑ Multi-family ❑ Addition ❑ Move ❑ Garage SF @$ . /SF =$ ❑ Commercial ❑ Remodel P Demolition ❑ Deck SF @$ /SF =$ ❑ Repair ❑ Sign -4 Other tc-ie 9 TOTAL VALUATION $ o� BRIEF DESCRIPTION OF THE PROJECT l(J L0 0 s-F F/ter Rsjannn COMMERCIAL/RESIDENTIAL Occupancy Group Occupant Load. Construction Type No.of Stories.— Lot Size. Existing Sq Ft. &Proposed Sq Ft. =TOTAL Sq Ft. Total lot coverage % PLANNING USE ONLY APPROVALS. PLAN BLDG DPWU ESA/Wetland(s) ❑ Yes E3No SEPA Checklist required? ❑ Yes ❑ No Other- OTHER. VALUATION OF CONSTRUCTION In all cases,a valuation amount must be entered by the applicant. This figure will be reviewed and may be revised by the Building Division to comply with current fee schedules. Contact the Permit Coordinator at 417-4815 for assistance. PLAN CHECK FEE IF a plan check fee is due it must be subimtted at the tune the building pemut application and construction plans are submitted. All other pennitfees are due at the time of permit issuance. EXPIRATION OF PLAN REVIEW If no peiirnt is issued within 180 days of the date of application,the application will expire. The Builduig Official can extend the time for action by the applicant up to 180 days upon written request by the applicant(see Section R105.3.2 of the International Building/Residential Code,2003) No application can be extended more than once. 1 hereby certify that 1 have read and examined this application and know the same to be true and correct. 1 am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required,not the City's, and that I must obtain such permits prior to work. T-\RVESS\BLDG-forms-brochures\2004-Buildingpermit.�pd Applicant Date ZC>GD r-)r7 n TABLE OF CONTENTS PORT ANGELES INTERNATIONAL GATEWAY T, -T BONDED BEAM CALCULATIONS - -------- SECTION TITLE/DESCRIPTION PAGE No. 8 TABLE OF CONTENTS I PT BEAM DATA Beam Layout Info. I Beam&Tendon Summary 2 PT Friction/Loss Calcs 3 to 23 PT Beam Data 24 to 25 PT Beam Anchorage Reinforcing 26 to 27 ow vCWT)ON TAKEW. MAKE CL RRECTf0NS MOTO MACTED— REVISE AND RESUBMIT SUBMIT SPECIFIEC ITEM M CHECKING IS%ONLY FOR GPJEU. C�lfjr0i,MANCE NTH THE DESIGN CONCFPT OF THE pRojvr-, ,NC' -PLIPJJCE WITH THE INFOr,mAT&4 Givai 114 rti,- cr, FAC D:J—UV�N-3, 04i ACr'0-4 SHOWN Is SlJeJECT TO 'HF -E-xMp Or tHr :1A. 13' "'T SpECIFjCATI0,N,S Colij, % jor. r FC;R WH)CS SHALL BE CONFik, -,l) Al C)Rt,=,-ATED AT THE ',bZ,'jTj7. FABRICATION PROCESSES AND [E;H"lilES OF (;04,57;',JC-J-014 COOFONA7K)N Of THiS vj0rX Vli i Tr443 OF AL-0-j HER TR4ES AND M SATISFACTORY PERFORMANCE OF CONTRACTOR S WORK. JN 07007 Dma-,Z�p 9AIGKT ENGINEERING INC PAGE 0 Sill 23,159 IONAL EXPIRES 12/26/200b] CFFEc-riy6 E:o�)ec.67 cALGL..jLA7-1O4S -rg4,cp i1 �wa C.oa. B�a�l _ V.2" , 1 G G 4A' b2 24f G,3 7 32d 91• , Z 3L (v Z_ 121 fa 13_ .3Q+� 1J= 4-8` (p-/:t z� /2p" A= 3o.Y48 f /2007�f� .P , 7,!) =- .Z85 ps1' A = 2340 a a40 A .234o 1.3 0'SPA" t of �-�o�} 32- i �1-1S.3 am0:064)iYG #w 1+s G 1► !'i 0 rX/2)J = O.o 475 visa 10 / C D E 44 1c1 5�3y 341-9 " 38 84 � �� 13!11� (3 - (.0' D^ 4$" L14 33.L71,4X 12 = tot s A= �x+O) + 1oIC�.s"� 2lRB/uv p— l+ISP X23 p s 1► 11'50 782o P., .-T ,� owe kDo-dmtV 'FRICNO `t/`.,0. -s b i `r=1 1neCin ineerin �o750977thDriveSE Snohomish.WA98290 NWbsim www.11neenginecnng.cotn Office(360)56866695 TWO BEAN EAn C%IRDER FFFECTIVE TENDON VCF 0.OF L%19 OF W.OF JACKM V, 20 � 100 '1k" ANCHOR MkWR FORr.E W�`18ER iK1R,Q�M tLL15MW MOLD i1�1061R,4Ib (K) � �r MLTI mLTI 10 r TYPE P5-344 W666 I 129 19 -- 1'31 20 B° 101 In EC6-19 P5-344 444 2 18 12 �✓ -- -- 521 -• 11/40 43140 6" P/4" ECb-12 PB-344 444 3 18 12 -- -- 521 11140 4014" 6° P14° ECb-12 P5-54'6 b11 1 f 18 lei 11/4 4Ai4° 6" Pi40 EC6-19 PB-546 440 2 129 2 -- -- 521 -- 2" 8° 10" 1° ECb-p1 P5-54'6 440 3 129 0 -- 521 -- 2" $° 10" 1" EC6-12 3-5A46A 691 I 129 IS -- -- 635 -- 2° 8° I0° lya° ECb-I3 3-5A46A 333 2 a9 9 '1r .. .. 3% -- 2" B° 108 3/4" EC641 M-148 684 1 119 IS •- -- 191 -- 2" 8° 10" 3-1A48A 461 'U 129 1? •• •• 521 -- 20 be ION I' ° EC6-12 3-1A48A 456 2 a9 2 -- -- 521 -- 2" w 10" I%" EC6-12 PB-9410 684 1 129 18 -- -- 191 -- 2" 8° 100 I " EG6-19 5-11, 12013 1238 14 4 101 361, -- -- 191 -- Ilia ob 116° 0 4EC,649 °5-11 412 168 2 431 56 22 -- -- 483 -- 1/4" 3%4 Aso 0 2xEC6-12 BE BEAM ELEYAT1O1* 1/ N Es'I N E WW4aIZ4_M "A2I•NC3 7509 77th Drive BE SNOBOM 31U.SIASSINGTON 98290 1Fn.EL.ONG FRICTION / ELONGATION LpRO(3RAM. POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS PROJECT A. -PORT ANGLES - TRANS CENTER 12-04-2007 STRIP I.D TTP TWO SPAR BEAN DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002' MODULUS OF ELASTICITY = 28500 KSI Fu = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM LOSSES = 10 07 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS = 25 INCH SYSTEM BONDED STRESSED FROM LEFT RESULTS AVERAGE INITIAL TENDON STRESS = 185 36 KSI OR = 68 $ Fu .AVERAGE FINAL TENDON .STRESS = 175 29 KSI = 38 0 KIPS OR = 64 $ Fu TOTAL TENDON ELONGATION = 9 74 INCHES .AVERAGE TENDON ELONGATION = 078 LNCHES PER FOOT SPAN' SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALEHA LEFT CENTERRIGHT ` -------- 1 61 67 0 32623 - 0.6910 32 00 6 50 41 50 2 63 08 0 31897 - 06750 41 50 6 50 32 00 - TOTALS 124 75 0 64520 - 13660 PACE 1 - 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D TYP TWO SPAN BEAM LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH Q STRESSING Voi = 4 000 KSI CONCRETE STRENGTH (28 DAY) f'o = 5 000 KSI T-BEAM VOLUME TO SURFACE RATIO VIS = 6 14 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN -THIS STRIP P/A = 0 265 KSI RELATIVE HUMIDITY RH = 80 % FORK-21AS USED (ESTIMATING PRESTRESS LOSSES, C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ec = 57 (1000 f'c )1/2 ELASTIC SHORTENING ES = Ken (PIA) (E/Eoi ) CREEP CR = Kcr (P/A) (E/E, SHRINKAGE SH = 8 2 x 10-6 KmbE(1 - 0 06(V./S).) (100 - RH) RELAXATION RE = (K.. - J.. (-ES + CR +- SH) C,,, TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS K.■ = O 5 FOR POST-TENSIONED MEMBERS Ker = 1 6 FOR POST-TENSIONED MEMBERS Koh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kr. = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND Jr. = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cr. = 0 70 FOR LOW RELAXATION STRAND @ 69% Fu REBUTS ELASTIC SHORTENING = 1 13 KSI CREEP = 3 22 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 35 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 10 07 KSI PAGE 2 - 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D TYP TWO SPAN BEAM SPAN SPAN SPAN ADD'L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT 1 61 67 0 32623 - 06910 181 6 186 9 190 O 2 63 08 0 31897 - 06750 190 0 183 2 178 4 TOTAL 124 75 X - 52 895 FEET STRESS LOSS AT SEATING = 20 94 KSI PEAK STRESS = 192 '0 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 61 67 .0 25713 202 5 197 1 190 0 2 63 08 0 25147 190 O 183 2 173 4 - PAGE 3 PINE ENQ I wm-E:lt.I NG 7509 7.7th Drive SE SNOHOMISH WASHINGTON 98290 3Fnmzi.c3xq4c.l FRICTION / EL1Q"(34%'T ION P�'ROGRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-3/4 TWO SPAN DA'T'A CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002 MODULUS OF ELASTICITY = 28500 .KSI F„ = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM LOSSES 15 76 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS = 25 INCH SYSTEM BONDED STRESSED FROM LETT LTS AVERAGE INITIAL TENDON STRESS = 186 18 RSI OR = 68 % Fu AVERAGE FINAL TENDON STRESS = 170 42 RSI = 37 O .KIPS OR = 63 % Fu TOTAL TENDON ELONGATION = 9 78 INCHES AVERAGE TENDON ELONGATION = 078 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBERLENGTH ALPHAS ALPHA LEFT CEN'T'ER RIGHT 1 61 67 0 28314 - 047.39 24 00 6 50 41 50 2 63 08 0 31897 - 06750 41 50 6 50 32 00 TOTALS 124 75 0 60211 - 11489 PAGE 1 - 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-3/4 TWO SPAN LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH 9 STRESSING Voi = 4 000 KSI CONCRETE STRENGTH (28 DAX) V c = 5 000 K8I T-BEAM VOLUME TO SURFACE RATIO V/S = 6 14 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS - P/A IN THIS STRIP P/A = 0 664 KSI RELATIVE HUMIDITY RH = 60 % FORMULAS USED (EST.IMATING PRESTRESS LOSSES, C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Er = 57 (1000 f-v )1/2 ELASTIC SHORTENING ES = Kea (P/A) (E/Eci ) CREEP CR = Kar (P/A) (E/Ec ) SHRINKAGE SH = 8 2 x 10-5 KshE(1 - 0 06(V/S)) (100 - RH) RELAXATION RE = (Kr. - Jr. (ES + CR + SH) Cr. TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS Ke. = 0 5 FOR POST-TENSIONED -MEMBERS Kcr = 1 6 FOR POST-TENSIONED MEMBERS K.h = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kr. = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND Jr. = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cr. = 0 72 FOR LOW RELAXATION STRAND @ 69% Fu RESULTS ELASTIC SHORTENING = 2 62 KSI CREEP = 7 .51 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 23 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 15 76 RSI PAGE 2 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D_ = PB-314 TWO SPAN SPAN SPAN SPAN ADD L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT 1 61 67 0 28314 - 04739 183 2 187V3 190 8 2 63 08 0 31897 -.06750 190 8 184 O 179 2 TOTAL 124 75 X = 53 341 FEET STRESS LOSS AT SEATING = 19 27 KSI PEAK STRESS = 192 9 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 61 67 O 23575 202 5 198 4 190 8 2 63 08 0_25147 190 8 184 O 179 2 PAGE 3 - 8 F I N E ENC3.�1�EERI N.+� 75.09 77th Drive SE SNOHOM•ISH WASHINGTON 98290 Y•'RELC3NG 3E`R I CT Z ULY PROGRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS PROJECT PORT ANGLES - TRANS CENTER 12-04-2007 STRIP I D PB-5/6 TWO SPAN DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002: MODULUS OF ELASTICITY = 285Q0 KSI Fu = 270 KSI a INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM! LOSSES = 15 65 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS - 25 INCH SYSTEM BONDED STRESSED FROM LEFT RICOULTS AVERAGE INITIAL TENDON STRESS = 184 75 KSI OR = 68 % Fu AVERAGE FINAL TENDON STRESS = 169.11 KS1 = 36 7 KIPS OR = 62 % Fu TOTAL TENDON ELONGATION = 9 70 INCHES AVERAGE TENDON ELONGATION = 078 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT 1 61 67 0 35847 - 08516 38^00` -------- ` 650 41 50 2 63 08 0 31897 - 06750 41 50 6 50 32 00 TOTALS 124 75 0 67744 - 15266 PAGE 1 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-5/6 TWO SPAN LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @- STRESSING f 'a; = 4 000 KSI CONCRETE STRENGTH (28 DAY) Vo = 5 000 KSI T-BEAM VOLUME TO SURFACE RATIO V/S = 6 14 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 664 KSI RELATIVE- HUMIDITY RH = 80 % FORMULAS USED (ESTIMATING PRESTRESS. LOSSES, C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ec = 57 (1000 f'a )1/2 ELASTIC SHORTENING ES = Res (P/A) (E/Eoi ) CREEP CR = Ker (P/A) (E/Eo ) SHRINKAGE SH = 8 2 x 10-6 K$hE(1 - 0 06(V/S) ) (100 - RH) RELAXATION RE = (Kra - Jte (ES + CR + SH) Cra TOTAL LONG. TERM LOSSES LTL = ES + CR + SH + RE FORKULA CONSTANTS K•■ 0 5 FOR P05T-TENSIONED MEMBERS Kor = 1 6 FOR POST-TENSIONED .MEMBERS Kai = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kc• = 5 0 KST FOR 270 GRADE LOW RELAXATION STRAND he = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cc = 0 6.9 FOR LOW RELAXATION STRAND @ 68% Fu RESOLTS ELASTIC SHORTENING = 2 62 KSI CREEP = 7 51 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 12 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 15 65 KSI PAGE 2 - 10 PROJECT PORT ANGLES - TRANS CENTER 12-04-2007 STRIP I D PB-5/6 TWO SPAN SPAN SPAN SPAN ADD L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT Y 1 61 67 0 35847 - 08516 180 3 1866 189-4 2 63 08 O 31897 - 06750 189 4 182 6 177 8 TOTAL 124 75 X = 52 505 FEET STRESS LASS AT SEATING - 22 19 KSI PEAK STRESS = 191 4 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT - 1 61 67 0 2733.1 202-5 196 2 189 4 2 63 08 0 25147 189 4 182 6 177' 8 - PAGE 3 - it Z NE ENCS=NEEFC,ING 7509 77th Drive SE SNOHOMISH WASHINGTON 98290 3'RE L C?NG LP`R I CT I ON' / ELC>NGPkT I QN POEtC?GRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS PROJECT PORT ANGLES - TRANS CENTER 12-04-2007 STRIP I D PB--3/4 ADDED TENDONS DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = d'0012 MODULUS OF ELASTICITY = .28500 KSI Fu = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM LOSSES = 15 75 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS - 25 INCH SYSTEM UNBONDED STRESSED FROM LEFT ROOM AVERAGE INITIAL TENDON STRESS = 186 09 RSI OR = 68 % Fu AVERAGE FINAL TENDON STRESS = 170 34 ASI = 37 O KIPS OR = 63 % Fu TOTAL TENDON ELONGATION = 5 77 INCHES AVERAGE TENDON ELONGATION = 078 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT ----- 1 61 67 0 35847 - 08516 3800 6 50 41 50 2 12 00 0 26351 0 00000 41 50 *CANT* 32 00 TOTALS 73 67 0 62198 - 08516 PAGE 1 - 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-3/4 ADDED TENDONS LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING t 'ci = 4 000 KSI CONCRETE STRENGTH (28 DAY) f 'c = 5 000 KSI T-BEAM. VOLUME TO SURFACE RATIO V'/S = 6 14 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 664 KSI RELATIVE HUMIDITY RH = 80 $ FORMULAS USED (ESTIMATING PRESTRESS LOSSES, C I 6/79) MODULUS OF ELASTICITY OF CONCRETE E. = 57 (1000 f'r )1/2 ELASTIC SHORTENING ES = Kee (P/A) (E/E. CREEP CR = Kar (P/A) (E/Ec ) . SHRINKAGE SH = 8 2 x 10-6 Koh E(1 - 0 06(V/S) ) (100 - RH) RELAXATION RE = (K,, - Jr a (ES + CR + SH) Cr e TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS Ke■ = 0 5 FOR POST-TENSIONED MEMBERS, Kar = 1 6 FOR POST-TENSIONED MEMBERS Koh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kre = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND he = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cre = 0 72 FOR LOW RELAXATION STRAND @ 69% Pu RESULTS ELASTIC SHORTENING n 2 62 KSI CREEP = 7 .51 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 22 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 15 75 KSI PAGE 2 - l3 ' PROJECT PORT ANGLES - TRANS CENTER 12-04-2007 STRIP I D PS-314 ADDED TENDONS SPAN SPAN SPAN ADD L. STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT - 1 61_67 0 35847 -_08516 180 3 166 6 189 4 2 12 00 026351 O 00000 189 4 184 2 179 2 TOTAL 73 67 X = 52 505 FEET STRESS LOSS AT SEATING = 22 19 KSI PEAK STRESS = 191 4 KSI SPAN SPAN SPAN STRESS BEFORE SEATING 'NUMBER LENGTH ALPHA LEFT CENTER RIGHT - 1 61 67 O 27331 202 5 1962 189' 4 2 12 00 0 26351 189 4 184 2 179 2 PAGE 3 - t4- E$' ILYIH: L1V+ 1"mER I MC3 7509 77th Drive SE SNOHOMISH WASHINGTON 98290 F`RELONG 3EPR Z CT I C W / 3H:L0NGAT I ON PRC C3aZ: M POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PH-5/6 ADDED TENDON DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0.`OO2 MODULUS OF ELASTICITY - 28500 KSI Fu = 270 KSI INITIAL JACKING STRESS = 75 % Fu = 203 KSI STRAND: AREA = 0 217 IN "2 LONG TERM LOSSES = 15 86 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS - 25 INCH SYSTEM BONDED STRESSED FROM LEFT RESULTS AVERAGE INITIAL TENDON STRESS = 187 54 KSI OR = 69 % F„ AVERAGE FINAL TENDON STRESS = 171 "68 KSI = 37 3 KIPS OR = 63 % Fu TOTAL TENDON ELONGATION = 5 82 INCHES AVERAGE TENDON ELONGATION = 079 INCITES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT 1 61 67 0 28314 - 04739 24-00 6 50 41 50 2 12 00 0 26351 0 00000 41 50 *CANT'* 32 00 TOTALS 73 67 0 54664 - 04739 PAGE 1 - f5 12-04-2007 PROJECT PORT ANGLES — TRANS CENTER STRIP I D PB-5/6 ADDED TENDON LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f'ci = 4 000 KSI CONCRETE STRENGTH (28 DAY) V c = 5 000 KSI T-BEAM VOLUME TO SURFACE RATIO V/S = 6 14 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 664 KSI RELATIVE HUMIDITY RH = 80 % FORM LAS USED (ESTIMATING PRESTRESS LOSSES C I 5/79) MODULUS OF ELASTICITY OF CONCRETE Ec = 57 (1000 £+c )1i2 ELASTIC SHORTENING ES = Ka,a (P/A) (E/Eci ) CREEP CR = Kcr (,P/A) (E/E. ) SHRINKAGE SH = 8 2 a 10-6 KmhE(1 - 0 06(V/S)) (100 - RH) RELAXATION RE = (Kra - Jr, (ES + CR + SH) Cre TOTAL LONG TERM LOSSES LTL = ES + CR + SH + RE FORMiJLA CONSTANTS Keo = 0 5 FOR POST-TENSIONED MEMBERS Kcr = 1 6 FOR POST-TENSIONED MEMBERS Keh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kra = 5 0 KSI FOR 270 GRADE LOW RELAXA'T'ION STRAND Jra = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cra = 0 74 FOR LOW RELAXATION STRAND @ 69% Fu RESULTS ELASTIC SHORTENING = 2 62 KSI CREEP = 7 51 KSI SHRINKAGE = 2 39 KSI RELAXATION = 3 34 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 15 86 KSI PAGE 2 - !6 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I_D PB-5/6 ADDED TENDON SPAN SPAN SPAN ADD L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT 1 61 67 0 28314 - 04739 183 2 187 3 190 8 2 12 00 O 26351 O 00000 190 H 185 6 184 6 TOTAL 73 67 X = 53 341 FEET STRESS LOSS AT 5EATING = 19 27 KSI PEAK STRESS = 192 9 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 61 67 0 23575 202 5 198 4 190 8 2 12 00 0 26351 190 8 185 6 180 6 - PAGE 3 - PINE MM(3 =NEER I NCA 7509 77th Drive SE SNOHOKISH WASHINGTON 98290 FREL.ONG IrR I CT I ON / ELClNC3ZL-r Z ON PROGRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-11/12/13 ADDED TENDONS DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K =- 0.002 MODULUS OF ELASTICITY = 28500 KSI Fu = 270 KSI `•i INITIAL JACKING STRESS - 75 % F„ = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM LOSSES = 16 74 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS - 25 INCH SYSTEM BONDED STRESSED FROM LEFT RESULTS AVERAGE INITIAL TENDON STRESS = 177 60 KSI OR = 65 % Fu AVERAGE FINAL TENDON STRESS = 160 86 K81 =' 34 9 KIPS' OR = 59 % Fu TOTAL TENDON ELONGATION = 3 89 INCHES AVERAGE •TENDON ,ELONGATION - 075 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT 1 5 25 0 00000 0 00000 28 00 *CANT* 28 00 2 36 75 0 50923 0 00000 28 00 6 50 41 50 3 10 00 0 77354 0 00000 41 50 *CANT* 18 00 TOTALS 52 00 1 28277 0 00000 - PAGE 1 - 12-04-2007 PROJECT PORT ANGLES — TRANS CENTER STRIP I D PB-11/12/13 ADDED TENDONS LONG TERM LOSS CALCULATIONS DATA- MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f 'ci = 4 000 KSI CONCRETE STRENGTH (28 DAY) Vc = 5 000 KSI T—BEAM VOLUME TO SURFACE RATIO V/S = %11 26 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 850 KSI RELATIVE HUMIDITY RE = 80 % FORMULAS USED (ESTIMATING PRESTRESS LOSSES C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ec = 57 (1000 f'c )112 ELASTIC SHORTENING ES - Kea (P/'A) (E/Eci } CREEP CR = Kor (P/A) (E/Ee ) . SHRINKAGE SH = 8 2 x 10`6 KohE(1 — 0 06(V/S) ) (100 — RH) RELAXATION RE = (Kra — Jra ('ES + CR + SA') Cre TOTAL LONG TERM. LOSSES LTL = ES + CR + SH + RE FORMULA CONSTANTS Kee = 0 5 FOR POST—TENSIONED MEMBERS Kor = 1 6 FOR POST—TENSIONED MEMBERS Koh = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kr. = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND Jre = 0 04 FOR 270 GRADE LOW RELAXATION STRAND Cre = 0 57 FOR LOW RELAXATION STRAND @ 66% Fu RESULTS ELASTIC SHORTENING = 3 36 'KSI CREEP = 9 62 KSI SHRINKAGE = 1 23 KSI RELAXATION = 2 54 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 16 74 KSI — PAGE 2 — 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-11/12/13 ADDED TENDONS SPAN SPAN SPAN ADD L STRESS AFTER SEATING NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RIGHT 1 5 25 0 00000 0 00000 172 Ft 373 0 173 0 2 36 75 O 50923 0 00000 17"1 0 IRI 5 181 4 3 10 00 O 77354 0 00000 181 4 157 7 1FS TOTAL 52 00 X = 32 736 FEET STRESS LOSS AT SEATING = 29 57 KSI PEAK STRESS = 187 7 KSI SPAN SPAN SPAN STRESS BEFORE SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 5 25 0 00000 202 5 202 4 202 3 2 36 75 0 50923 202 3 193 9 1814 3 10 00 0 77354 181 4 167 7 155 1 - PAGE 3 - '20 FIX rgH: EN4c.3I LYELxz Z mc; 7.509 77th Drive SE SNOHOMI SH WASHINGTON. 98290 FRE L.CNG F'1Z = CT I'OiV / ELOMC3AT I ON PROGRAM POST TENSIONING LOSSES AND THEORETICAL ELONGATION CALCULATIONS 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-11/12/13 DATA CURVATURE COEFFICIENT U = 2 WOBBLE COEFFICIENT K = 0002 MODULUS OF ELASTICITY = 28500 XSI Fu = 270 KSI INITIAL JACKING STRESS - 75 % Fu = 203 KSI STRAND AREA = 0 217 IN "2 LONG TERM LOSSES = 16 55 KSI (SEE PAGE 2 FOR CALCULATIONS) SEATING LOSS - 25 INCH SYSTEM BONDED TWO END STRESSING (LEFT SIDE STRESSED FIRST) RESDLTS AVERAGE INITIAL TENDON STRESS = 174 87 KSI OR = 64 % Fu AVERAGE FINAL TENDON STRESS = 158 33 KSI = 34 4 ;KITS OR = 58 % Fu TOTAL TENDON ELONGATION = 7 66 INCHES AVERAGE TENDON ELONGATION = 074 INCHES PER FOOT SPAN SPAN SPAN ADD'L PROFILES NUMBER LENGTH ALPHAS ALPHA LEFT CENTER RIGHT 1 5 25 0 00000 0 00000 28 00 *CANT* 28 00 2 36 75 0 50923 0 00000 28 00 6 50 41 50 3 33 67 0 68619 0 00000 41 50 6 50 41 50 4 24 42 0 76713 0 00000 41 50 6 50 28 50 5 3 92 0 00000 0 00000 28 50 **ANT* 28 50 TOTALS 104 00 1 96255 0 00000 PAGE 1 - 1.2-04-2007 PROJECT PORT ANGLES — TRANS CENTER STRIP I D PB-11/12/13 LONG TERM LOSS CALCULATIONS DATA MODULUS OF ELASTICITY E = 28500 KSI CONCRETE STRENGTH @ STRESSING f 'ci = 4 000 KSI CONCRETE STRENGTH (28 DAY) Cc = 5 000 KSI T-BEAM VOLUME TO SURFACE RATIO V/S = X511 26 INCHES TIME BETWEEN MOIST CURE & STRESSING = 5 DAYS P/A IN THIS STRIP P/A = 0 850 KSI RELATIVE HUMIDITY RH = 80 % FORMULAS USED (ESTIMATING PRESTRESS LOSSES C I 6/79) MODULUS OF ELASTICITY OF CONCRETE Ea = 57 (1000 f'c )ZI2 ELASTIC SHORTENING ES = K.. (P/A) (E/Eci ) CREEP CR = Ker (P/A) (E/Ec ) SHRINKAGE SH = 8 2 x 10- 6 KahE(1 - 0 06(V/S) ) (100 — RH) RELAXATION RE = (Kr a — J,, (ES + CR + SH) Cr e TOTAL LONG TERM LOSSES LTL "= ES + CR + SH + RE ORMULA CON TANTS Kee = 0 5 FOR POST—TENSIONED MEMBERS Kor = 1 6 FOR POST—TENSIONED MEMBERS Kmb = 0 81 FOR A 5 DAY DELAY BETWEEN MOIST CURE AND STRESSING Kr = 5 0 KSI FOR 270 GRADE LOW RELAXATION STRAND Jre = 0 04 FOR 270 GRADE LOW RELAXA'T'ION STRAND Cre = 0 53 FOR .LOW RELAXATION STRAND @ 65% Fu RESULTS ELASTIC SHORTENING = 3 36 KSI CREEP = 9 62 KSI SHRINKAGE = 1 23 KSI RELAXATION = 2 35 KSI ---------------------------------- TOTAL LONG TERM LOSSES = 16 55 KSI PAGE 2 — 2— 12-04-2007 PROJECT PORT ANGLES - TRANS CENTER STRIP I D PB-11/12/13 SPAN SPAN SPAN ADD L STRESS AF i i.'= "r,W- Y SEA-TNS NUMBER LENGTH ALPHAS ALPHAS LEFT CENTER RICHT - 1 5 25 0 00000 O 00000 172 8 1?29 173_0 2 36 75 0 50923 0 00000 173 0 18-1 S 181 4 3 33 67 0 68619 0 00000 181 4 168 8 172 7 4 24 42 0 76713 0 00000 172 7 172 1 159 9 5 3 92 0 00000 0 00000 159 4 159 >a 159 7 TOTAL 104 00 X LEFT = 32 736 FEET X RIGHT = 22 456 FEET XC = 64 55 FEET STRESS LOSS 6 SEATING LEFT = 29 67 KSI RIGHT = 42 77 KSI s STRESS AT XC = 164 79 KSI PEAK STRESS = 187 7 KSI SPAN SPAN SPAN STRESS AFTER IST PULL & SEATING NUMBER LENGTH ALPHA LEFT CENTER RIGHT 1 5 25 0 00000 172_8 172— 173 0 2 36 75 O 50923 173 0 181 181 4 3 33 67 0 6861q 18] 4 168 8 157 0 4 24 42 0 76713 157 0 142 6 1.14 1. S 3 92 O 00000 134 1 134 0 133 a - PAGE 3 23 Bunn Date 313-66.m BONDED BEAMS Q ill Lad 1000 PM PB 7A031. 7 300 8 7 a a 4 3 2 1 RMIRD 1. Z 4 5 8 B Pmft CGS • e 11 0.678 32. 1 las 1LVID am 6.20 &W 7.18 933 12M 17A4 23.59- 31.11 381W 41M 3510 41.9 41.5 13M 15D 1.50 1.50 1.80 1 Im COD 1 1.50 1 1.95 Im 1 1.50 z 0.500 o" omo 0.500- 0800 a" 0,500 0.500 0:500 "DD OMD 0.500 0.500 o,5D0 0800 0.500 -0.600 24.0Z 1 18346 14,450 10.880 8.090 6.090 4.900 4. 3.180 7.230 10.950 15.440 21.880 Z9.110 rO.T70-F 40.5001 41.500 1 2 0. 41 :1 .23 20 .1 32.0 32 1: 1. 1. J. 1.50 X -0.900 0.500 0.500 0.500 0.600 0.800 0.500 0.600 0.500 0.500 a 500 0.800 0,600 0.600 0.500 0.500 0.000 4D.500 38.T70 29-110 21.8010.115O 7.230 5,18D4.900 4.90 8.090 8.090 10.86014.458 18.840 24.0201 30.500 32.000 P811 4.10 SPWW PSnNe e 1 a 3 4 2 1 plum 1 2 3 4 5 8 7 a Prcf% F42td COS ec 1 0.8 1 41.5 2A 2M 2.05 2 2 2• 2.115 z -0:420 0.420 0420 0.420 O.420 0.42D. 0.420 MAW 0.420 0.420 0.420. -2 -2.0 1 9.8 4. 5.780 11.000 19. .030 .6 2'. 2050 2 41.500 1 2 1 b.M 20, 17.70 .0 41.3 418 -LD6 LOS 2, IM 2 2 z -0.420 0.420 o.42D.-. '0.430 0.4200.420 0420 0.4ZD 0.430 0.420 -0.420 8. 1 1 10. .830 4.130 4. 11. 1 .7B 32.03G 38.570 -2.050 - .2.050 41. PS 12&13 4.10 4 .3 2 1 PSM 1 2 a 4 5 6 7 8 COS e b a 4lrD 35.D 41.3 41.5 --2-05 Z05 22V ;. L z wao 0.750- 0.760 0.750 0.760 0.760 0,750 0.75u 0.750 0.780 -0.76D ao -2.050 -2.050 40.200 31. DD 19.45D 10.700 .450 10,700 19.450 31.100 40. -2.053 -2.050 41. 2 AIM 41 SO M.0 41.5028.5 Dud 2A 2 2 2AS 2.09 LOS z -0.780 D.760 0.750 0.730 0.750 0.750 -0.760 O .0 -2.050 -2.0 140 8.580 3.700 6.7110 16.9M 27.200 -2 -2.050 -2 28500 P812 CANT. 3.00 8 7 8 3 2 1 Pr=8 1 2 s 4 5 8 T COS ■ 0 iz 1 L 41.5 1.50 1 1. 1.50 1113 133 IN 1 X30 1.9-1. 00 1°500 -1. 1. . 1. -0. •U 1.500. -1.500 1.500 -1.500 -1,500 -i. 1. 1.500 1. 00-1.5 41800 01. 1. 1 1 1. 1. 1.50 1.50 -OJW 0.600 0.600 0.500 t.sw 1.600 1.500 1. 4. 40.6W - 35.240 26,440 16.0001.5W 1. -1. •1.500 1.5D0 .1.500 1,5001 1.500 0.000 1214f1007 FINE ENO04EEWN0 2 4 Seem Dale 3-13-MAS BONDED SEAJAB 01st Lard 1000 PM RECTO CALM 0 RFQ'D SCAN Pro18e CUT 0 K Am ©uo Beam ID CommerAr. F,0. F, 0/Ten Tendons STRANDS 0 B PIA Lanpl A B C I 0 a b c LENGTH (L+4) EC6 t2 EC6 9.86 7.90 PB 3-0 CC8-19 $12 371 19.0 0.87 17 4.00 2.50 0262 124,85 0,00 81.67 63,08 0.00 32.000 6.5 41.500 128.11 2191 1 6.86 4.70 ADD 2XSC&12 616 36.5 12.0 1., 23 4.50 2.50 0.610 74.06 0.90 81.87 12.00 0.00 32000 6.5 41.500 76.1 1795 2 9.88 T.9Q PB 5 6 2XEC6 t2 950 37.1 f2.0 2.13 ZB 4,50 2.60 0.406 121.8 0.00 61.fi7 63-08 0.00 32.000 8.6 41.500 128,9 3350 2 5M 4.70 ADD EC6 70 475 36.3 19.0 0.68 14 4.50 2.50 0.809 74.98 0.00 61.67 12.00 0.00 32.000 6.5 41.500 76.1 1093 1 9M 7.90 ?B SMIA EC812J19 950 371 19.0 1.33 26 4.50 2.50 0.406 124,85 0.00 61.67 83.08 0:00 32.000 6.5 41.5DO 125,9 3350 1 1 9A8 7.90 PB 7-0 ECO-10 610.0 37,1 19.0 0.87 17 4.60 2.50 0,201 124.85 0.00 61.67 83.08 0.00 32 000 6.5 41.500 125.9 2191 1 D9.887.90 PB 7A-SA ZXEC6.12 BSOA 311 12.0 1.91 23 4,60 2.SD 0.383 124.88 0.00 61.67 83.08 0.00 32.000 6.5 41.500 128.9 2961 2 R.88 7.90 PB 8-10 ECS-19 550.0 37.1 19.0 0.79 16 4.50 2.50 0.239 124.86 0.00 BS.67 83.08 O.OQ 32.000 0.5 41.500 128,9 2082 1 fi6B ,34 ?B 11-13 2xEC619 1150.0 371 19.0 1 63 31 4.00 5.00 0.523 104.25 42 OD 33.fi7 24.62 3.9Z 41,500 3.5 41.500 1082 3358 4 0.68 5.34 ADD 2xE06-12 720,0 .$6.5 12.0 1.64 20 4.00 5.00 0.850 52.04 4.75 36.75 10-DO 0.00 28.000 30. 41.500 56.0 1121 2 213 23,471 9 9 PB 718 IL 4.1 Sw 81.67 B B 1 1 4- 8 CGS c a 1 l 021 12.W WV 23.3 31.110 41.1 41.5 Duct 2 Z 0000 0.878 0.878 0.578 0876 0676 CAM 0.575 .0.876 0.878 0976 0975 0.875 0.875 0.575 08% -0,875 O, 29 1 .91 1 1 T.1 BS 1 9 S 3. 4. 8, 14.515 20. B 846 41a500 32 2.05 2.95 Z.., ZA &- - 05 Z -0978 0.878 OA75 0.670. 0.876 -0.678 0.875 0975 OATS DA" ae76 aS78 0.875 0.578 0878 0876 0.000 4Q.3 8.1 1 .61 9: 4. 3.9 .1 .1 13,531 1 .9t 23.095 32.000 PB 314 * 4AC proM5 B 4 1 1 4 6 8 CGS C s738 1 41.5 1Dud 1 2 05 iLw 2 0.760 0.750 0.750 0.760 0.750 0.768 0.760 0.750- 0.760 -0.750 0.760 0.760 0.750 0.780 0.750 0.760 -0.750 B, 21 1 .1 t S0: 6.180 3.970 3. .38D 8.430 1 . 20:790 2 ,31 .970 41. -1 2 0,750 31:5 MM SM 2422 16.60 U-35 10.93 455" GINO ILSO 7.W 8.40 1108 14A7 10.95 24A 30.01 MA 25.5 A 32 Z05 2.05 z 2 y L05 Z .0.75D 0.750 0.750 0.760 .0:780 .0.750 . .0.760 0.756. .0.750 0.750 0.750 ,0.750 0,760 0.750 0.79D 0.780 0.000 v. 36.7007. 21.420 18. 11.860 8.130" 5.670 4,190 3.700 4.200 5.690 5.100'11-670 18.1 27,210 29.950 32.DDO PB SAMA 4.10 GPM* I Prom MV-0 6 4 3 2 1 Prom 1 z 3 5 8 5 Plaine RWd COS G 8 .00 13. 9B 9 41.5 L05 ZC5 US 2. 2 2 2 Z 0,750 0.750 0.750 .0.780 0.760 0.780. 0.750 0'760 0.750 0,780 0.750 0.750 0.750 0.750 Or 0.780 -0.750 17.200 14. 1 .290' 8.9 4 . DO 4. 9.850 14. 20.790 28,31 0 40.200 41. 1 3,78 IM 931 0.85 BAD 32 0.7w Mao ina, Z05 2M 2A US Los 20 Mo 2 -0.760 WED 0.750 0.750 0.750 0.760 0:780 0.7ab 0.750 0.780- o.760 0.760 0.750 0,780 0.750 0.760 0.000 34.200 .20.010 15. 10.9 S. 1 4. 3 4, .690 .1 11.8 0 18.150 10 29. 32.0 90 124/2007 FINE'ENGINEERING 1 1204/2007 BURSTING BAR 9:50 PM #Strands/ 9 Vert Hoa. CGS VERTICAL BARS HORMNTAL BARS Ast= 031 #Les 4 Tendon Tendons Fu Psu da da D B x dsp TeuasT I AsT I dsp TauRST I AsT daursr d&uRsT Spacing S aci ng PS 7/8 Vert Hort. Vert Hort. ISE 17 1 70 956.2 12:250 12 250 48 30 32 15 32 147.5 2.89 30 141.4 2.77 16.00 15.00 5.9 6.7 1 DE 17 1 270 956.2 15.000 15.000 48 30 E2 15 32 127.0 2.49 30 119,5 2.34 16.00 15.00 8,0 7.9 PB-5A/6A ISE 19 1 270 1068.7 12.250 12,250 48 30 35.5 15 25 136.3 2.67 30 158.1 3.10 12.50 15.005.8 6.0 1&2 SE 6 1 '0 1574.9 26.000 12.250 48 30 30.5 .5 35 101.2 1.99 30 233.0 4.57 17.50 15,00 10.9 4.1 1,2 DE 1 28 1 170 1574.9 14.625 21.000 48 30 32 15 32 213,81 4.191 30 118:1 2.321 16.0 15.001 4.71 8.01 #Strands/ sf Vert Hoa CGS VERTICAL BARS HORIZONTAL BARS Ast= 0.2 N Legs 4 Tendon Tendons Fu Psu 'da da D- B y x dsp Tnuasr I AsT I dsp TsuRST Asr dBuw deuwr Spacing Spacin Vert Hort. Vert Horz. PS-7/8 15E 17 1 270 956,2 12.250 _2.250 48 30 32 15 32 147.5 2.69 30 141.4 2.77 16.00 25.00 4.4 4.3 1 DE 17 1 270 956,2 15.000 15.000 48 30 32 15 32 127,0 Z.49 30 119.5 2.34 16.00 15,00 5.1 5.1 PB-5A/6A 1 SE 19 1 270 1068.7 12.250 12.250 48 30 35.5 15 25 136.31 2.671 30 158.11 3 101 12.501 15,00 3;71 3.91 1&2 SE 28 1 270 1574.9 26.0+0'0 .250 48 30 30.5 15 35 101.2 1.991 30 233.0 4.57 17,50 15.00 71 2.61 1,2 DE 1 28 1 270 1574.9 14.625 21.000 48 30 32 15 32 213,81 4.191 30 118.11 2 321 16.001 15.001 3.11 5.21 #Strands/ # F Vert Hoa CGS VERTICAL BARS HORIZONTAL BARS Ast= 0.31 #Legs 4 Tendon Tendons Fu Psu I da da D B y x dsp Tsmsr Asr dsp Teuw I Ait deuRsr dww Spacing Spacing Vert Hoa. Vern Hort. PB-3/4 15E 18 1 270 iD12:4 12.250 12.250' 48 30 38.00 15.00 20 98.1 i.92 30 149.$ 2:94 10.00 15.00 5.4 6.3 1&2 SE 42 1 270 2362,3 44.000 18,000 48 30 29.7' 15.00 36,46 201.8 3.96, 30 23&2 4163 18.23 15,00 5.7 4.D 1,2&35E 18 3. 270 3037.3 24,000 24.000 48 30 32,00 15'MO 32 189.8 3.72 30 1SL9 2.99 16.00 15.00 5.3 6.2 1 DE is 1 270 1.99 2 DE 12 1 270 1675,0 .0.000 21.OW 48 30 32,00 15.00 32 116,01 2.27) 30 0114 X 000 18-000 48 30 32DO 15-00 32 174.0 141 30 150.61 0.99) 16.001 15.001 8:7 18.71 PB 5/6 1 SE 12 1 270 675.0 9 875 9.875 48 30 38.00 15.00 20 85,4 1.67 30 113.2 2.22 10. 15.00J 74 8.4 1&2 SE 12 2 70 1349,9 9.875 24.000 48 30 29 77 15-DO 36.46 246.1 4.82 30 67.5 1.32 18.23 15.00 4.7 14.1 1,2&3 SE 16 3 70 3037.3 24 000 24.000 49 30 32.00 .5.00 32 189.8 3.72 30 151.9 2.98 16,00 15.00 5.3 6.2 12/4/2007 BURSTING BAR 9:50 PM #Strands/ # Vert Horz CGS VERTICAL BARS HORIZONTAL BARS 1 Ast= 0 31 #les 4 Tendon Tendons Fu Psu da da 0 B y x dsp TBmT I AST I dsp Tau- AST d5unT dww Spacing Spacing PB-7A SA Vert Horz. Vert Hors. 15E 12 1 270 675.0 9.875 9.875 48 30 32 8 32 116.7 2.29 16 64.6 1.27 16.00 8.00 8.7 7.8 1&2 SE 12 2 270 1349.9 9.875 24,000 48 30 32 15 32 233.3 4.5€ 30 67.5 1.32 16.00 13.00 4.3 14.1 1 DE 19 1,20E 12 1 270 675.0 14.625 11.04 2 2 270 1349.9 14.625 21.0 0 48 30 32 15 32 183.21 3.59 30 1OL21 199 16.001 15.001 15.51 9.41 #Strands/ _ # Vert Hort CGS VERTICAL BARS HORRONTAL BARS Ast= 031 #Legs 6 Tendon Tendons Fu Psu da da D B y x dsp Teuass • AST.. I dsp TauRstAsT 4ww dww Spacing Spacing PB-1113 Vert Horz. Vert Horz, 1 SE 18 1 170 1012.4 12.250 12.250 48 60 3550 21.00 25 129.1 2.53 42 179.3 3.52 12.50 21.00 9.2 11.1 1&2 SE 29 1 ^70 1631.1 11.000 34.000 48 60 35.50 30.00 25 228.4 Q Q8 W 176.7 3.46 12.50 30.00 5.2 16.1 1,2&3 SE 40 1 '70 2249.9 12.250 17 750 48 60 32.00 15.00 32 347.1 6.81 30 229.7 4.50 16.00 15.00 4.4 6.2 1,2,3&4SE 5€ 1 270 3262.3 12.250 24.003 48 60 32.00 15.00 32 503.4 9.87 30 163.1 3.201 16.00 15.001 3.0 8.7 I SE 19 1 i&2 SE 1 15 2 ,70 2024.9 12.250 29.500 48 60 7950 30.00 39 347.2' 6.821 60 270 1012.4 12250 12,250 48 60 28.5a 21.00 3 173. 3,4 42 57.31 $051 19.501 30.001 15.31 11.1` 2 3 1 11 1 70 618.7 14625 11.000 48 60 18.00 1150 36 2 270 1237.4 14.625 44.000 48 60 18.00 30:0 36 183.71 360) 60 82.5 27 1 1. B 001 30.001 19.31 34.51 2&3 DE 11 #Strands/ # Vert Horz CGS VERTICAL BARS HORIZONTAL BARS Ask- 0.31 #Les 4. Tendon Tendons Fu Psu da _ da D B y x dsp TwRsT I AsT dsp TwRsT 1, AsT deuasT deuw Spacing Spacing PB-1113 _ Vert Hoa. Vert Horz 1 SE 18 1 270 1012.4 12,250 12.250 48' 60 35.50 21.00 25 129.1 2.53 42 179.3 352 12.50 21.00 6.1 7.4 1&25E 29 1 270 1631.1 11.0D0 34.000 48 60 35,50 30.00 25 228,4 4.48 60 176.7 3.46 12.50 30.00 3.5 10.7 1,2&3 SE 40 1 270 2249.9 12.250 17.750 4B 60 32:00 15.00 32 347.1 6.81. 30 229.7 4.50 16.00 15.00 2.9 4.1 1,2,3&4SE 58 1 270 3262.3 1...250 24.000 48 60 32.00 15.00 32 503.4 9.67 30 163.1 3.20 16.00 15.00 2.0 5.8 50 12-250 49 60 28.50 21.00 173.6 3.40 42 179.3 352 19.50 7.11 1&2 SE 1 ,.8 2 270 2024.9 12 250 29.500 48 60 28.50 30.00 39 347.21 6.811 60 257.31 5.051 19.501 30.001 3.6 7.41 2&3 DE 1 11 2 270 12374 14.625 44.000 48 60 18.00 30.00 36 183.71 3.601 60 82.51 1.621 18.001 30.001 16.21 23.01 4— 41- 1- 2- ECI 9) 12 ANC440RAGE OB=CK & -it"Ni.M, CS I'll 2 EQI Co 15 ANr-HQEAQE eleven p TYR GROUT VENT DETAIL AS 6WOUN FRECQP'IOmED BY FIC SEE EaAM ELEVATION FOR LOCATIONS. 1 - 1145 V–Vll— M TAFW n�a A-, T GROUT VENT 5ADDLE SEE DE�ELEVATION FOR LOCATIONS. mm M, 'Z' FACOR DETAIL T rl.!,�"— wLu W gul PM z - 1 144- 4-1 lw1r �xy.� ,�.�: .�T �m �.,.w n�,µr .,. -. �w�rmxi. .�. ,n..a,.�.�w — ,.���.�„ � �LL �_� 0. VOL%N ANCHORAGE A'— $6N DEAD END ANCHORAGE PT5 �L-V F R 36 3' tF?�R@EE31:std t>� p 7191 nk 1 f� B S 5.1 3131919 3 s k 6 8 s -IT T 115 7ik ny I Ig a I1) , � l� � Emdim 5��E955�95� Q � �« Ca � i `fs4S S4 S S 44Fpf 4�D o L O s,76444rt449F4'•'•to 1 9e � a '� • W a Y 7 F Y s 3 S 2 7 61T I 8k 6� 44 I i'( 6 �F 5% 44 a • 4% s 4 —n 4�R 4 7 Q U3 x � Ir 44 R . 498 d all • w �D w r • Kk I 0 + ^ ,. 0 i 96 �dus-nn I EIATAIL PB-344 GATEWA7 WA r. Dare rt„e a+ er --7 t4l n cov, At- a gig I a j z-1 37' EI336 04 411_ 2 U3 3k,3% 44 m-P rr to LD Sib 114b Al I n% 36 aw,w a is 4 oft Uk BEAM DETAIL TAIL P5-54 ES KETIQULGATEWAY opwv& LES WA ora l-' er S5 Qm i4a@a I.cacisiF 36 151114I F�Itg99999999��a9Q II l i �� 10 114 II�� ®� 6 I�I S21 � !I � IP + rl �;4.49\49 a4FF+gip � it m p I F�44444444 - '-4�0 I � All I a If 54 4 � c I k. U3 g A gq 41i s F A 6% � A I � 1 � Im z o � 18 — >..1 Rr R� yYNDtwk ~ IObii�3`it ' 1 BEAM DETAIL PB-5Ad6 j'ORT ANGELES ` tl I - NTERNATIOL4 GATEWAY c se va o rcrt a w. PORT ANGELES WA >..m wx case men er _ 31*Go v:, I F ® a $$s ads s c $ - -- � —— - t3k — A� II ,, s5sssssisss'.1.1 1204s dI � IJ3�tl� se -a ea soros a � I dddccc It ' 1 � jj t 3 Y Y Y Y Y Y Y Y T iC Y�D s .•• I� j� s 4 4 4 4 4 4 6 4•!t 4�p it u j I a I ul d A �A $ i q � � 4b 44 t0 m jh- � IIID f s 0 em 11� � 1� � ( " i as AO%- s 1 OO 22 ®sell 3Z' -- BEAM DETAIL PB-148 T. b6TIME RT yr INNTTONAT _]M IONAL GATEWAY ¢v>,fl st: cE ono^ ` F a cw avmrru- wr PORT ANGELES WA - ®® 32'a AL ri # ;■!f,!|;|,£� . ■,I■ � ��■�� ■■,!!■2 | l - _ _ k ` ., § \ . \ III Hill | � ,� ■ AS ■ .!T,�■,,,�n,.\ q n |$222„■ } ^ \ § $ � ( § |� 1-0 ■� |u) �6 4 | | � - �m q % , � - , I � � § \ � � � ( �§ � ■ @ �2 . # ` ` - _ f . 244 |§ 4 E - - � | - EM D �% FTE-A434 RK | ?EWalIaL` UIUE #mT=LE aa <a _ _ 3v.3Abi ��' i —� E�fi'��>r3FjFdE�fg� 1914 33'6 411 @ YYYS k 1E I E�- U3 H+1 I tO 3% (744844444!'•': JI Q -b @ gk .14 —LP4 IM it'I 4 44-1L T 4 q Olt 3A% ad 2;�7 214 AIM,Q LJ -777 IL—i I ) ;7 1 'Xill-34 4 R 4 10 5M. DETAIL PB-11 ,m. ,12413 eg . aw ST�� Ul --Amp FORT ANGELES INTERNATIONAL GATEWAY Ir,SFR FORT ANGELES WA E P if 1 .1,1)TY C 301 East 6th Street,Suite I & ASSOCIATES Port Angeles,Waslungcon 98362 Fax(360)417-0514 / E-mail:�u��o���.ou NovomberG. 2OO8 ' Mr Jim Uody Building Inspector City ofPort Angeles Department of Community Development 321East Fifth Street NOV, 0 7 2008 Port Angeles,VVAQ83G2 aTy OF PORT ANGELES SUBJECT Port Angeles International Gateway ' Dear Mr Lierly- I have reviewed the response letter from Ade Bright dated October 28, 2008 concerning building inspector's letter and meeting notes/outline notes ofOctober 7 2008' His response letter does not adequately address all the issues in the outline and is not acceptable to this office. It should be noted that Ade does not appear to have all my comments in the outline and he should include all my comments in his response. I will not provide a complete review of his letter but will highlight the following portions (see outline for item numbern). Item B.) Details not provided to clarify issue of bearing with reduction in wall width to S' due tompoUing. Item O1|nmeeting Ade appeared boindicate that loads donot include live loads. Item 2. 0Cause ofcracks and construction loads not completely addressed. Item 3. AJReason for cracks bobaaddressed. Ade boaddress this issue and comment that design was performedbyothers. Provide his approval ondnaviawofthe design, including shop drawings and structural calculations. Ade should provide a complete response to the items in the outline and should provide calculations where necessary tojustify his responses. Also reviewed adthis time|ooletter dated October 2O 2UO8byIngo GoUorofExe|boohwhich agrees with my opinion that Ade has not completely and specifically addressed the issues noted In the outline. Ingo s letter also contains several items related to the design which may be possible causes of the spalling/delamination and cracking that must also be addressed by Bright Engineering owpart ofhis response. A third letter by PCS Structural Solutions was also reviewed by this office-.This letter does discuss possible causes of the various cracking but appears to be only a cursory review as is noted inthe letter It does bring up a discrepancy concerning the actual superimposed dead load onthe structure. |t|onoted that Ade used o1SUpnfsuperimposed dead load wnthe deck while PCS indicates a 50 psf superimposed dead load more accurately represents the loading on the deck. This discrepancy shall be addressed by Ade including what affect this would have on the design of the structure since the dead load is less than he figured and thus would affect the camber inthe PTbeams and what PTload was specified inthe design. |tshall benoted that the letter from PCS is not considered by this office to be an independent third party review of the design and iaonly cursory innature. The issues noted above must be addressed prior to final acceptance of any proposed structural repairs. That said, this office is willing to allow construction activities to continue with the placement of the topping slab to complete loading of the deck provided the following conditions r R ' Page 2, November 6, 2008 Gateway Project 1) Shoring under P133 shall be provided to protect against catastrophic failure of the structure prior to allowing placement of the topping slab. This shoring shall be designed by a structural engineer licensed in the State of Washington The shoring shall be designed in such a way to allowing the beam to move under the increased dead loads created by the addition of the topping slab without affecting the load path on the beam. 2) A monitoring program shall be developed and approved to monitor the deflection in the beam as it is loaded as well as monitor the cracks in PB4 during loading by placement of the topping slab. 3) The monitoring program shall be developed by experts in the field and shall be initiated prior to placement of the topping slab with ample time to develop a baseline to account for movements due to temperature. Once items 1-3 have been adequately addressed, the contractor may place the final topping slab. It shall be noted that placement of the final topping slab does not constitute an approval of the previous issues or the additional issues by PCS or Ingo which must be addressed prior to the approval of any proposed structural repairs to address the spalling/delamination or cracking. Any proposed structural repairs shall be submitted and approved prior to beginning any repair work. Please be reminded that the building shall not be occupied until all design questions have been answered and any required repairs have been designed, approved, and completed to the satisfaction of the City of Port Angeles Building Department. Please call me if yo hav any questions on this matter Sincerely Tra Gudgel, P.E. Fc: JN 08091 11 01 lt` O NS i REGI ¢� SSIO�� r � - rl,34 Qng[neering Inc Consulting Structural and Civil Engineering November 12, 2008 BEI# 116 03R Parametrix, Inc. Attn. Stan Cruse,Project Manager 2102 N Pearl Street, Suite 301 Tacoma, WA 98406 VE R.E. PORT ANGELES INTERNATIONAL GATEWAY Nov 13 2 D Response to Zenovic& Associates, Inc. ��8 CITY dept.o�C"'p"' T gNGE[ . Dear Stan ORy��unit ve1pDes nt Our response to letter dated November 6, 2008 from Zenovic&Associates,Inc. is as follows. Item 1 B. We have provided calculations to show that an average of 5" deep bearing is all that is necessary to support dead plus superimposed dead load. Our uutial proposal was to make the repair after that, and at which time the bearing width would have been filled to at least 12" the thickness of th6wall for any added loads.No further calculation will be provided. Item 1 D. In my letter dated September 30,2000, 1 indicated the magnitude of dead and live load reaction for PB3 at the east wall I also stated that under ultimate dead load (which includes contribution of loading the deck), approximately 5" bearing depth is required. This is consistent with our response of October 28 and the calculation submitted November 7'h As stated above,we are not concerned about live load effects for the existing bearing condition simply because full bearing depth would be in place prior to the application of live load. There is no calculation for proposed repair since the bearing area after the repair is more than adequate. Repair is based on our professional judgment. Item 2C: We cannot comment on the effect of construction loads on the cracks because we were not present at the site for observation. Our letter of October 28'h included photographs and statements from October 7`h meeting related to significant ground settlement when sheet piles along the east walls were being removed. We and Landau Associates have also noted in previous reports significant ground vibration while the sheet piles were being removed. Noting that the crack is almost in line with the waler among the factors we have mentioned it is conceivable that in may be induced by the vibration. Again, we cannot conclusively claim a w Mr Stan Cruse,AIA,LEEDv.2 AP November 12,2008 Page 2 of 2 particular cause for the crack as Zenovic is requesting. In our opinion, the location of the honzontal e crack does not compromise the structural integrity of the wall. Item 3A. Again,we have addressed the issue of these cracks to the best of our knowledge. We have also attached copies of reviewed shop drawings which we believe the COPA has copies of Zenovic should note that we only reg,iew shop drawings and not approve them We have reviewed our work and are satisfied with the design. However, we can only comment on and not draw absolute conclusions to the effects of material,means and method of construction, matenals placement and their conformance to design drawings. If Zenovic&Associates has done some calculations or has expertise or experience in these matters, we would like them to share it with us, because their persistent requests in view of our responses suggest so Deck Supenmposed Dead Load. As noted on page 5-001 of previous submitted calculation, dead load is 94 psf, superimposed dead load is 52 psf. Total dead load is 146 psf,but rounded up to 150 psf for which the PT was proportioned_ It is for this reason we have persisted on loading the deck so as to balance the stresses in the plaza deck. Our only contact with PCS with respect to this protect was on Monday of this week to discuss their expenence with our initial sketch of the proposed fix. We do not know what matenal they were provided for their review and cannot comment on the scope of their work. Zenovic s Conditions for Loadin-R: With respect to the conditions placed on loading the plaza, we can only comment on Item#1 We elect to do the repair pnor to loading the structure since it is our opinion that there is no benefit to the proposed shoring method. We have consistently maintained that the plaza can be loaded without the repair With respect to items 2 and 3,we would defer them for future discussion with Parametrix and the COPA. Finally, with respect to comments regarding PCS independent review and responses we have provided thus far,Zenovic's comments, without the benefit of any calculations or assessment, is unprofessional. We will limit our responses only to those comments that have technical validity Please call me if you have any questions. Best regards, 1 � L Adk-J Bright, Ply I ELECTRICAL PER1 T INSPECTIONRECORD 360-4.17-4735 Application Number 07 00000672 Date 10/23/07 Application pin number 715456 Property Address 123 E FRONT ST ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0000 Application type description COMM NEW CONST Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 138675 Owner Contractor Clallam Transit System PRIMO CONSTRUCTION INC 830 Lauridsen Blvd PO BOX 296 PORT ANGELES WA 98362 CARLSBORG WA SEQUIM WA 98382 (360) 683 5447 Structure Information 000 000 CLOCK TOWER Other struct info TOTAL % LOT COVERAGE 1 00 HARD SURFACE AREA NUMBER OF STORIES 1 00 EXISTING LOT COVERAGE 1 00 LOT SIZE 1 00 .rte PROPOSED LOT COVERAGE 1 00 TOTAL LOT COVERAGE 1 00 NUMBER OF UNITS 1 00 1 V Permit ELECTRICAL NEW COMMERICAL Additional desc OLY EL / 400A 3 225A PNL Permit pin number 113787 Sub Contractor OLYMPIC ELECTRIC Permit Fee 382 00 Plan Check Fee 00 Issue Date 10/23/07 Valuation 0 Expiration Date 4/20/08 Qty Unit Charge Per Extension T1 1 00 175 0000 ECH EL COM 201 400 NEW SRV FEEDER 175 00 3 00 69 0000 ECH EL COM 201 400 NEW ADD SRV FDR 207 00 Other Fees STATE SURCHARGE 4 50 Fee summary Charged Paid Credited Due Permit Fee Total 382 00 382 00 00 00 Plan Check Total 00 00 00 00 Other Fee Total 4 50 4 50 00 00 Grand Total 386 50 386 50 00 00 n 19 1 INSPECTION ELECTRICAL TYPE DATE RESULTS INSPECTOR DITCH (I k? SERVICE OUCH - IN 66 4 FINAL COMMENTS : 10/16/2007 13 46 3604523498 OLYMPIC ELECTRIC PAGE 01 , AppLICATION TxYCALwo�xpy c Inst Iladmt deseiriPtlon eetrlcal Contractor o )E O Owner Commecelal tesldenaal Job wired byEl Blectricsl controctor name i.icoose cumber Date Expires �eN, d Allered/Additioo a mailing address New V � r State ZIP City / FAX number Telephone nvmbe �jl �If�� Preadtes owners psme r�. Address O IospeellooI F�Ar�f SitZ. ("1 Cftp Awl phone number to sebedule Intpectloat 6 owner as de1lned by RCW.19,2&261:(1) owner will oethe structurefor two r> yegrt gRBr Jhis dedMool yarn dr Is !trod(2)Owner is required to hire on elecb1cal Q Cosh O Check# cooancror(f above sad prODerb b Joe dale,roar or 1809. Discover After reading the above statonm1t,1 hereby eortily that 1 a the owner of Mc above M6ditCard � U Steroard or a licensed electrical contractor. 1 ttrn melcinII the oleetricai Indite- INGCe taQ property compliance with the eledrictl laws.N.B.C., RCW.Chapter latioo of oltetstton in omplianc The City of Port An!<ela Municipal Code, and Cn[d# _ 19.28,WAC. Chap Utility Speclficadoa trlesl odnslatorpitadoILDW fe Slspsture of er,Clectrical'contrsct or clecAP of $ dt� vl Date: 1/7/0 _ 1 X dAd M ptaK O vo No LOAD CHANGES 1460 Ph ag a 0. 0 Sweboard _KW D Overhead Sarvloa Service Stte: rnSO' O Furnace —KW O Temp Service Feeder SO: Q– (3 Heat Pump _Ton LAR Underground SONlce O Fan Wall —KW SAME DAY INSPECTION CALL BEFORE 7.00AM AT7-4135 HOW ICE Rove-nv L7T LF ____ t�pr Us =::::7M MAL w a• DW 'c a ElecMasl Arca,Building or Equipment Ltsp feted Action Taken Inspectof Mspectioo pate �0.�3 0.7-- P2aStzY FA ib 115,e-xF,,.,e• # I l �i7 L T cW n t '� -/ �10 1 2001 of°°RraN ELECTRICAL INSPECTION c�`�N y WIRING REPORT R-may 417-4735 DATE PERMIT# INSPECTOR a 3 it 0'7-0( OWNER/CONTRACTOR +_Yrs- 14L- CLI-C� LC ADDRESS iz FrpPi,T- S -7 — APPROVED NOT APPROVED ❑ DITCH ❑ ❑ ROUGH IN/COVER ❑ ❑ SERVICE ❑ ❑ FINALf CORRECTIONS NEEDED L-A$1EL �� 'Lp�.(Al �S GGRTLmr- ba4L1Er pKrbA. i�T1�TZiO Go19fS J`1IIc X06 -e1 5MASm F I T- fL -A 11¢ 9Z A 1241 wL Dih T-S l�lr£c 1/� lZ�A NOTIFY INSPECTOR WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 0VVORTA& ELECTRICAL INSPECTION WIRING REPORT °wo KS 417-4735 DAT PERMIT# INSPECTOR O ER/CO RAC OR L G ADDRESS _n APPROVED NOT APPROVED ❑ DITCH ❑ ❑ ROUGH IN/COVER ❑ ❑ SERVICE ❑ ❑ FINAL ❑ CORRECTIONS NEEDED- 1 WovL,D t- /.( "r'o 1C [}A"-pr-12 !J/-11-1J 1-L l d d=-"D IZ— end sP &XMo fL. 1-16 nAl S,l e.kr L-e— Irl G. ©Farb)a l`l lc�t�17 It' r3e�-1 L� NOTIFY INSPECTOR WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 �>°Fp, �F� ELECTRICAL INSPECTION U/v"�N y WIRING REPORT G�`�°w°�.s�``'� 417-4735 DAT PERMIT# INSPECTOR !� z -(7Z OWNER/CONTRACTOR L-q lo- ;p , L ADDRESS I-2-7-> IC= 1 ry 1 APPROVED NOT APPROVED ❑ DITCH ❑ ❑ ROUGH IN/COVER ❑ ❑ SERVICE ❑ ❑ FINAL CORRECTIONS NEEDED. L PBV-L, �R►�Fig- �L9�2 � _ G>-��zt�, t�91�.� cS oaf A U- 7bs AU�H{Y"S, Y} rL NOTIFY INSPECTOR WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 oFpoR,rgk ELECTRICAL INSPECTION c ti WIRING REPORT °woRKS&,s�`��� 417-4735 DgE �Blco PERO7-067 2, INSPE OWNER/CONTRACTOR 7 ADDRESS 123 5— APPROVED NOT APPROVED ❑ DITCH ❑ ❑ ROUGH IN/COVER ❑ SERVICE ❑ ❑ FINAL ❑ CORRECTIONS NEEDED• tas7rge" glemQ`,1rz 5m �¢��G)c►�- K<tzo �rotC- 1b01b0 NOTIFY INSPECTOR WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 FpORTgNOy ELECTRICAL INSPECT ION � 0�NWVWIRING REPORT �W °wo KS 417-4735 DATE PERMIT# INSPECTOR a S I OWNER/CONTRACTOR OLS ��1L Z ADDRESS /717j APPROVED NOT APPROVED ❑ DITCH ❑ ❑ ROUGH IN/COVER ❑ ❑ SERVICE ❑ ❑ FINAL ❑ CORRECTIONS NEEDED S'C2�LZ0rL -1uaL '�'ps P l rr-L s do, d-,c)J uc–x it)l m FEC, 110 1 Z(77 A NOTIFY INSPECTOR WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 oFP°RTaH ELECTRICAL INSPECTION y WIRING REPORT c F� RKS& 417-4735 DATEINSPECTOR Im OWNER/CONTRACTOR L ADDRESS APPROVED NOT APPROVED ❑ DITCH ❑ ❑ ROUGH IN/COVER ❑ SERVICE ❑ ❑ FINAL ❑ CORRECTIONS NEEDED• LA3 � �t q nI� S + Fjbqj V; NOTIFY INSPECTOR WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 o*QORT4 ELECTRICAL INSPECTION 61 -���N WIRING REPORT RKS 417-4735&3t� DATE PERMIT# INSPE 12 D`7 OONTRACTOR N�ER/ ADDRESS APPROVED NOT APPROVED ❑ DITCH ❑ ❑ ROUGH IN/COVER ❑ ❑ SERVICE ❑ ❑ FINAL ❑ CORRECTIO{{N��S NEEDED• `r� NOTIFY INSPECTOR WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 0 p F,� .7 _ A �.°°RrjN ELECTRICAL INSPECTION ti /wCF! �-� WIRING REPORT U N °woRKS& 417-4735 DATE "'-� PERRMIT# / INSPECTOFL 'I o L 6-7 - b- OWNER/CONTRACTOR ADDRESS 3 APPROVED NOT APPROVED ❑ DITCH ❑ 6,w-'OV!4j> ROUGH IN/COVER — ❑ SERVICE ❑ ❑ FINAL ❑ CORRECTIONS NEEDED- NOTIFY INSPECTOR WHEN CORRECTIONS At ARE COMPLETED WITHIN 15 DAYS — DO NOT REMOVE — OLYMPIC PRINTERS,INC.(360)452-1381 GENERAL NOTES: NOTE SEE NM SPECF1C TO EAN RAN MR < ADDRINN NOWTION. �.g! 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ALL Issue 04! -^.. — = — —• ORevisbns CT.r i 4 SUNS 0 10'-0' 4 STALLS 0 10'-v 1—WI 7 AOA S BEE AWF SI1fEET(EXIFNT QF V010LW HANG I UNDER SOEWAN UMGIOWI) I I 19 I FRONT Snm I — I I I I I I I I I I I I I I 55'-0' 3B'-11' 29'-7' 33'-1' S9'-4' 54'-10' d 0.1 0.5 0.8 b Lower Site& r LOWER SITE PLAN o Parking Garage Plan sovE: t• zo'-a' "+ A0.0 l t ORT NGELES {,. ;¢ '�,`- WASHINGTON, U S A .; Public Works & Utilities Department _4 h August 29, 2007 41' 'elk" r ��� •'�i'YjI Cev. t{: Clallam County Transit System '� ' ;,tw;y,„ 830 West Lauridsen Blvd }> x, 1.,. Port Angeles,WA 98363 tax :i: RE. Port Angeles Landfill/Transfer Waste Disposal Application,WDA 07-41, Acceptance of petroleum contaminated soil from the Gateway Transit project located at Front&Lincoln Streets,Port Angeles IN We have received your application for the disposal of petroleum contaminated soil from the referenced site and the testing results submitted by Alkai Consultants, LLC and CCI Analytical Laboratories Based on the testing results the soil appears to be acceptable for disposal at the transfer station. Clallam County Environmental Health Department has reviewed the report and approved issuance of the enclosed approved waste disposal application. A copy of your approved application is attached. This approved application must be shown to the landfill scale attendant at the time of disposal. Please be advised that disposal of debris and material other than the petroleum contaminated soil covered in the report will require additional disposal applications and approval t � Please call if you have questions I Sincerely Stephen Sperr City Engineer P.E. SS/:tf Encl. WDA 07-41 Copy Claudia Stromski Alkai Consultants,LLC N:\PWKS\ENGINEER\WDAPPLIC\07-41 WPD 3 FILE:Landfill Solid Waste Disposal Applications S` Phone 360-417-4805 / Fax 360-417-4542 Website wwwcityofpa.us/Email publicworks@cityofpa.us 321 East Fifth Street P 0 Box 1150/ Port Angeles WA 98362-0217 �XJW CO • ;QJ- Clallam County Department of Health and Human Services _ Environmental Health Services♦223 East 4`h Street,Suite#14♦Port Angeles, WA 98362-3015 • ,.V Telephone:360-417 2258 FAX.360-417-2313 $` Hum o' August 30, 2007 Trema Funston City of Port Angeles 321 E. 5"' St PO Box 1150 Port Angeles, WA 98362 RE. City of Port Angeles Waste Disposal Application 07-41 Dear Ms. Funston. Based on the chemical test results submitted by Alka> Consultants on behalf of Clallam Transit System, Clallam County Environmental Health Services (CCEHS) concurs with the disposal of 25 yd3/30 tons of petroleum contaminated soil (PCS)to the Regional Transfer Station. The material is comprised 100% soil. The PCS is from a heating oil tank discovered during excavation for the Gateway Project at Front and Lincoln Streets in Port Angeles. If you have any questions,please contact me at 360-417-2347 orjgarcelon@co clallam.wa.us. Sincerely, Jennifer Garcelon, RS Environmental Health Specialist II C. Andy Brastad,Director of Environmental Health PALF File Correspondence File 8/30/2007 Trenia Funston WDA07 22.doc Page 1 From 'Garcelon Jennifer' <JGarcelon@co clallam wa.us> To 'Trenia Funston' <Tfunston@cityofpa.us> Date: 8/30/2007 9.06 AM Subject: WDA07 22.doc Attachments. WDA07 22.doc <<W DA07 22 doc>> Trenia. Here is the unsigned Waste Disposal Application for the Gateway Project. The signed copy is in today's mail Let me know if you have any questions. Thanks, Jennifer Jennifer Garcelon MPH, RS Environmental Health Specialist II (360)417-2347 phone (360)565-2615 fax http.//www.clal lam.net/EnvHealth Always working for a Healthier and Safer Clallam County ORT NGELES WASHINGTON U SA FQ �® Public Works & Utilities Department V +{t ,r tMj .7; TY August 29 2007 MS Jennifer Garcelon, RS Environmentalist Health Specialist Clallam County Department of Health and Human Services 223 E Fourth Street, Suite 14 Port Angeles WA 98362-3015 RE Port Angeles Landfill Disposal Application, WDA 07-41, Petroleum contaminated soil at Front & Lincoln, Port Angeles, WA Dear Jennifer- Please review the attached landfill waste disposal application (WDA 07-41)submitted by Clallam County Transit System Please call Steve Sperr at X-4803 or Trenia at X-4807 if you concur with disposal of the petroleum contaminated soils Thanks Sincerely Trenia Funston Engineer Specialist N:\PWKS\ENGlNEER\WDAPPLlC\07-41 CCH.W PD File:Landfill Solid Waste Disposal Applications Phone 360-417-4805 / Fax 360-417-4542 Website wwwcityofpa.us/ Email publicworks@cityofpa.us 321 East Fifth Street P 0 Box 1150 / Port Angeles WA 98362-0217 Aug 28 07 02 48p Fllkai Consultants 360-613-2408 p 2 ,t paRT,4 =� PORT ANGELES LANDFILL WASTE DISPOSAL APPLICATION To. City of Port Angeles City Engineer Phone: (360)417-4803 321 E Fifth Street FAX. (360)417-4709 PO Box 1150 Port Angeles Washington 98362 NOTE. All questions must be answered for waste to be approved. 1 Generator Information. Cf ff '` S sfew. Company Name. a- °�-� C.�^�+Y ��"�S �� Y Mailing Address: Sao LJ I.A'J s,-o. B 1'/.� Contact: e Phone. 36 0 - ti 5 2- 1 3 1 S Project Name. Go. u.�ay �n Ee. ,nc+.T a h 4.i rrcL, Sp �c.T o Pro CC� Project Location. 2. Other Contacts (if applicable) Consulting Firm: Rl jc4 r C�^sal -G � -s , Lt-Q_ Contact: Phone. Contractor Name. Contact: R o G^ Oho^a Phone. 360—ys= -S95Z Laboratory* Gc r A" -JY¢- c--� Contact: u Phone. ti 2 S— 3 56 - 2-C-06 City of Port Angeles Landfill Waste Disposal Application Page 1 Flue 28 07 02 49p Alkai Consultants 360-613-2408 p 3 3, Source of Waste" Check the appropriate box below and briefly describe the project, process, and/or cleanup that will or has produced the waste requiring disposal. Include the gasoline service station number (if applicable) CERCLA/MTCA Remediation Agency Contact: Independent Remedial Action _X UST Removal Unused Chemical Product Spill Other Source 4 Waste Material Composition (check all that apply and include percent of total) Soil —Lo 0 % Foundry Slag Concrete/Asphalt % Dredge Sediments Preserved Wood % Debris Coal Ash % Other(list) Wood Ash NOTE. Total must equal 100% 5. Waste Material Contaminants (check all that apply) Gasoline Metals Diesel Solvents x Heating Oil PCBs Unused Motor Oil Used Motor Oil/Waste Oil Other Other Petroleum Product Unknown NOTE. Supply any MSDS information with application if available City of Port Angeles Landfill Waste Disposal Application Page-2 Flue 28 07 02 49p Alkai Consultants 360-613-2408 p 4 6. Estimated Quantity of Waste for Disposal, Cubic yards/ 3 S Tons (estimate both) Drums I Tons (estimate both) Other NOTE. Estimated quantity for disposal must be within 20% of the quantity actually disposed (10%for projects over 7,500 tons or 5,000 cubic yards.) 7 Frequency of Disposal. _ X _ Onetime Monthly Annual Other 8 Waste Sampling: Proper characterization of the waste for disposal requires the collection of representative samples. The methods and equipment necessary for obtaining representative samples of a waste, and the frequency of sampling will vary with the type and form of the waste Check the appropriate box and briefly describe how and where the waste was sampled. Include site maps With sampling locations if possible. Number of COMPOSITE samples & number of discrete samples per composite Number of DISCRETE samples 3 C' 2C fro r<L. U SLT­rwlcL S'r��W o•.1 I S 4i�o.( � fJ r-1 �JUTTc•a1 G.l 2/e.. Q0.'^--fQ�CCjr� NOTE 1 Unless prior approval has been granted by Port Angeles, the following sampling frequency will be used: 0- 25 cubic yards = 1 composite sample 25 - 100 cubic yards = 3 composite samples 101 -500 cubic yards = 5 composite samples 501 - 1000 cubic yards = 7 composite samples 1001 - 2000 cubic yards = 10 composite samples >2000 cubic yards = 10 plus one sample for each additional 500 cubic yards NOTE 2. One composite sample shall contain a minimum of three/maximum of five discrete samples. City of Port Angeles-Landfill Waste Disposal Application Page-3 Flue 28 07 02 50p Alkai Consultants 360-613-2408 p 5 9 Waste Analysis The 'Dangerous Waste Regulations' (WAC 173-303) shall be utilized to determine the appropriate analytical requirements for waste characterization Ecology Publication #91-30 (Revised April 1994) 'Guidance for Remediation of Petroleum Contaminated Soils' shall also be used to characterize petroleum contaminated soils from UST releases. Submit all laboratory analytical results, QA/QC data and Chain of Custody sheets along with this application. (NOTE. The laboratory must be accredited by the Washington State Department of Ecology) a) List all analytical test methods used. /UGJ7-f*— 'Jri P14H, - R'Z70 b) Provide a narrative as to why the above analytical methods were selected- �3e�ca us c_ ',e_ :92tf let -t y��oTac_. wcL9 da ���vco{ NOTE. Additional sheets attached _ YES NO 10. Soil Classification: (`*FOR PETROLEUM CONTAMINATED SOILS ONLY`*') Based on the analytical data and Ecology Publication#91-30 the soil classification is_ (check one) Class 1 Class 2 Class 3 Class 4 Calculated Hazard Index 11 Dangerous Waste Affidavit: Based on a review of the analytical test results, site history and the applicable regulations, this waste is classified as (check one) Neither Dangerous Waste (DW) nor Extremely Hazardous Waste (EHW) Dangerous Waste (DW) and Waste Code Extremely Hazardous Waste (EHW) and Waste Code City of Port Angeles-Landfill Waste Disposal Application Page-4 08/28/2007 WED 09 18 FA$ Aug 20 07 02 SUp Aikaai Consultants 36D-613-24n8 P B 12. Cartiticauarr_ We,THE UNDERSIGNED, catty that tms appilcatlort Is true to the beat or aur knowlfdgd. All information provided is correct and the encloadd ans"CMI results roprasant the proposed watsto material to Ow best of our#bilins:. Wasto Generator Signature Tprry G . Weed_ prinked Name [`1 1 am Tra•,g, +- SX's Company Data City of Pert Angelos Approval: pa� City 1=ngineer 0� Dow Approval Expiration Date �- Q-VAT* ,wW Gv DA- © y ally of Part Angales-Landfi l Waste Disposal Application Page-e ZO d 91EI ESV 090 'ON XU W31SAS IISNVNI WVIIV` D WV 50 01 a3M Looz-6?-qnH Rug 28 07 02 50p Rlkai Consultants 360-613-2408 p 7 ccl - ANAL � . ANORAI ORI LABORATORIES ADi .(D..0—L.Abom..e.I- CERTIFICATE fDa.0—l.abom..e.I- CERTIFICATE OF ANALYSIS CLIENT ALKAI CONSULTANTS LLC DATE. 8/28/2007 9465 PROVOST ROAD NW SUITE 202 CCIL JOB#- 0708110 SILVERDALE, WA 98383 DATE RECEIVED' 8/27/2007 WDOE ACCREDITATION#' C142 CLIENT CONTACT SHAWN WILLIAMS CLIENT PROJECT ID- ACL07-08-EO66 CLIENT SAMPLE ID- 8/24/2007 1030 PA-UST1-SL-01 CCIL SAMPLE#' -01 DATA RESULTS ANALYSIS ANALYSIS ANALYTE METHOD RESULTS* UNITS' DATE BY TPH-Diesel Range NWTPH-DX 9300 MG/KG 8/27/2007 EBS TPH-Oil Range NWTPH-DX ND(<290) MG/KG 8/27/2007 EBS Naphthalene EPA-8270 SIM 10 MG/KG 8/27/2007 RAL 1-Methylnaphthalene EPA-8270 SIM 27 MG/KG 8/27/2007 RAL 2-Methylnaphthalene EPA-8270 SIM 41 MG/KG 8/27/2007 RAL Acenaphthylene EPA-8270 SIM 0.51 MG/KG 8/27/2007 RAL Acenaphthene EPA-8270 SIM 1.2 MG/KG 8/27/2007 RAL Fluorene EPA-8270 SIM 6.0 MG/KG 8/27/2007 RAL Phenanthrene EPA-8270 SIM 8.0 MG/KG 8/27/2007 RAL Anthracene EPA-8270 SIM 10 MG/KG 8/27/2007 RAL Fluoranthene EPA-8270 SIM 0.35 MG/KG 8/27/2007 RAL Pyrene EPA-8270 SIM 041 MG/KG 8/27/2007 RAL Benzo[A]Anthracene EPA-8270 SIM 0.05 MG/KG 8/27/2007 RAL Chrysene EPA-8270 SIM 012 MG/KG 8/27/2007 RAL Benzo[B]Fluoranthene EPA-8270 SIM ND(<0 05) MG/KG 8/27/2007 RAL Benzo[K]Fluaranthene EPA-8270 SIM ND(<0 05) MG/KG 8/27/2007 RAL Benzo(A)Pyrene EPA-8270 SIM ND(<0 05) MG/KG 8/27/2007 RAL Indeno[1,2,3-Cd]Pyre ne EPA-8270 SIM ND(<0.05) MG/KG 8/27/2007 RAL Dibenz[A,H]Anthracene EPA-8270 SIM ND(<0 05) MG/KG 8/27/2007 RAL Benzo[G,H I]Perylene EPA-8270 SIM ND(<0 05) MG/KG 8/27/2007 RAL NOTE.CHROMATOGRAM INDICATES SAMPLE CONTAINS PRODUCT WHICH IS LIKELY WEATHERED DIESEL FUEL. OIL RANGE REPORTING LIMIT RAISED DUE TO LOW SAMPLE VOLUME. 'ND'INDICATES ANALYTE ANALYZED FOR BUT NOT DETECTED AT LEVEL ABOVE REPORTING LIMIT.REPORTING LIMIT IS GIVEN IN PARENTHESES. UMTS FOR ALL NON LIQUID SAMPLES ARE REPORTED ON A DRY WEIGHT BASIS APPROVED BY Ai"F-- Page 1 8620 Hotly Drive Suite 100 Everett, WA 99208 425 356-2600 FAX 425 356-2626 Seattle 206 292 9059 Rug 28 07 02 51p Rlkai Consultants 360-613-2408 p 8 - CCI ANA LYTICA[ � . LABORATORIES 4 01 nrDmaChcm Labomfonm In CERTIFICATE OF ANALYSIS CLIENT ALKAI CONSULTANTS LLC DATE 8/28/2007 9465 PROVOST ROAD NW SUITE 202 CCIL JOB#• 0708110 SILVERDALE, WA 98383 DATE RECEIVED, 8/27/2007 WDOE ACCREDITATION#' C142 CLIENT CONTACT SHAWN WILLIAMS CLIENT PROJECT ID ACL07-08-EO66 CLIENT SAMPLE ID' 8/24/2007 10'35 PA-UST1-SL-02 CCIL SAMPLE# -02 DATA RESULTS ANALYSIS ANALYSIS ANALYTE METHOD RESULTS* UNITS- DATE BY TPH-Diesel Range NWTPH-DX 12000 MG/KG 8/27/2007 EBS TPH-Oil Range NWTPH-DX ND(<280) MG/KG 8/27/2007 EBS Naphthalene EPA-8270 SIM 2.6 MG/KG 8/27/2007 RAL 1-Methylnaphthalene EPA-8270 SIM 98 MG/KG 8/27/2007 RAL 2-Methylnaphthalene EPA-8270 SIM 13 MG/KG 8/27/2007 RAL Acenaphthylene EPA-8270 SIM 0.33 MG/KG 8/27/2007 RAL Acenaphthene EPA-8270 SIM 054 MG/KG 8/27/2007 RAL Fluorene EPA-8270 SIM 24 MG/KG 8/27/2007 RAL Phenanthrene EPA-8270 SIM 3.2 MG/KG 8/27/2007 RAL Anthracene EPA-8270 SIM 0.59 MG/KG 8/27/2007 RAL Fluoranthene EPA-8270 SIM 0.34 MG/KG 8/27/2007 RAL Pyrene EPA-8270 SIM 062 MG/KG 8/27/2007 RAL Benzo[A]Anthracene EPA-8270 SIM 005 MG/KG 8/27/2007 RAL Chrysene EPA-8270 SIM 0.17 MG/KG 8/27/2007 RAL Benzo[B]Fluoranthene EPA-8270 SIM 0.03 MG/KG 8/27/2007 RAL Benzo[K]Fluoranthene EPA-8270 SIM 005 MG/KG 8/27/2007 RAL Benzo(A)Pyrene EPA-8270 SIM 0.04 MG/KG 8/27/2007 RAL Indeno[1,2,3-Cd]Pyrene EPA-8270 SIM ND(<0.04) MG/KG 8/27/2007 RAL Dibenz[A,H]Anthracene EPA-8270 SIM ND(<0 04) MG/KG 8/27/2007 RAL Benzo[G,H I]Perylene EPA-8270 SIM ND(<0.04) MG/KG 8/27/2007 RAL NOTE.CHROMATOGRAM INDICATES SAMPLE CONTAINS PROOUCT WHICH IS LIKELY WEATHERED DIESEL FUEL. OIL RANGE REPORTING LIMIT RAISED DUE TO LOW SAMPLE VOLUME- *ND'INDICATES ANALYTE ANALYZED FOR BUT NOT DETECTED AT LEVEL ABOVE REPORTING LIMIT REPORTING LIMIT IS GIVEN IN PARENTHESES. UMTS FOR ALL NON LIQUID SAMPLES ARE REPORTED ON A DRY WEIGHT BASIS APPROVED BY Page 2 8620 Holly Drive Suite 100 Everett, WA 98208 425 356-2600 FAX 425 356-2626 Seattle 206 292 9059 Aug 28 07 02 51p Rlkai Consultants 360-613-2408 p 9 - CCI LABORATORIES AD, of D.uCh—Ljb.,af.nn.Inc MII CERTIFICATE OF ANALYSIS CLIENT ALKAI CONSULTANTS LLC DATE. 8/28/2007 9465 PROVOST ROAD NW SUITE 202 CCIL JOB#• 0708110 SILVERDALE, WA 98383 DATE RECEIVED 8/27/2007 WDOE ACCREDITATION#- C142 CLIENT CONTACT SHAWN WILLIAMS CLIENT PROJECT ID ACL07-08-EO66 CLIENT SAMPLE ID- 8/24/2007 1040 PA-USTI-SL-03 CCIL SAMPLE#' -03 DATA RESULTS ANALYSIS ANALYSIS ANALYTE METHOD RESULTS' UNITS" DATE BY TPH-Diesel Range NWTPH-DX 4800 MG/KG 8/27/2007 EBS TPH-Oil Range NWTPH-DX ND(<480) MG/KG 8/27/2007 EBS Naphthalene EPA-8270 SIM 10 MG/KG 8/27/2007 RAL 1-Methylnaphthalene EPA-8270 SIM 18 MG/KG 8/27/2007 RAL 2-Methylnaphthalene EPA-8270 SIM 30 MG/KG 8/27/2007 RAL Acenaphthylene EPA-8270 SIM 0.30 MG/KG 8/27/2007 RAL Acenaphthene EPA-8270 SIM 085 MG/KG 8/27/2007 RAL Fluorene EPA-8270 SIM 41 MG/KG 8/27/2007 RAL Phenanthrene EPA-8270 SIM 44 MG/KG 8/27/2007 RAL Anthracene EPA-8270 SIM 0.43 MG/KG 8/27/2007 RAL Fluoranthene EPA-8270 SIM 0.22 MG/KG 8/27/2007 RAL Pyrene EPA-8270 SIM 0.27 MG/KG 8/27/2007 RAL Benzo[A]Anthracene EPA-8270 SIM 0.04 MG/KG 8/27/2007 RAL Chrysene EPA-8270 SIM 0.07 MG/KG 8/27/2007 RAL Benzo[B]Fluoranthene EPA-8270 SIM ND(<0 04) MG/KG 8/27/2007 RAL Benzo[K]Fluoranthene EPA-8270 SIM ND(<0 04) MG/KG 8/27/2007 RAL Senzo(A)Pyrene EPA-8270 SIM ND(<0 04) MG/KG 8/27/2007 RAL Indeno[1,2,3-Cd]Pyrene EPA-8270 SIM ND(<0 04) MG/KG 8/27/2007 RAL Dibenz[A,H]Anthracene EPA-8270 SIM ND(<0 04) MG/KG 8/27/2007 RAL Benzo[G H I]Perylene EPA-8270 SIM ND(<0.04) MG/KG 8/27/2007 RAL NOTE.CHROMATOGRAM INDICATES SAMPLE CONTAINS PRODUCT WHICH IS LIKELY LIGHTLY WEATHERED DIESEL FUEL, OIL RANGE REPORTING LIMIT RAISED DUE TO LOW SAMPLE VOLUME. 'ND'INOICATES ANALYTE ANALYZED FOR BUT NOT DETECTED AT LEVEL ABOVE REPORTING LIMIT REPORTING LIMIT IS OI VEN IN PARENTHESES. —UNITS FOR ALL NON LIQUID SAMPLES ARE REPORTED ON A DRY WEIGHT BASIS APPROVED BY ,Al7-- Page 3 8620 Holly Drive Suite 100 Everett, WA 98208 425 356-2600 FAX 425 356-2626 Seattle 206 292 9059 Rug 28 07 02 52p Rlkai Consultants 360-613-2408 p 10 - CCI ANALYTICA1. � . LAgORATURIES A Di soon of UamChem Lafwratones.lnc CERTIFICATE OF ANALYSIS CLIENT ALKAI CONSULTANTS LLC DATE 8/28/2007 9465 PROVOST ROAD NW SUITE 202 CCIL JOB #- 0708110 SILVERDALE, WA 98383 DATE RECEIVED 8/27/2007 WDOE ACCREDITATION#- C142 CLIENT CONTACT SHAWN WILLIAMS CLIENT PROJECT ID ACL07-08-EO66 QUALITY CONTROL RESULTS SURROGATE RECOVERY CCIL SAMPLE ID METHOD SUR ID %RECV 0708110-01 NWrPH-DX C25 75 0708110-01 EPA-8270 SIM Terphenyl-d14 98 0708110-02 NWrPH-DX C25 69 0708110-02 EPA-8270 SIM Terphenvkd14 108 0708110-03 NWrPH-DX C25 64 0708110-03 EPA-8270 SIM Terphenvl-d14 93 0708110-04 NWTPH-HCID BCB 103 0708110-04 NWrPH-HCID C25 124 0708110-04 NWTPH-DX C25 86 0708110-05 NWrPH-HCID BCB 103 0708110-05 NWrPH-HCID C25 109 0708110-05 NWTPH-OX C25 117 APPROVED BY Aiv-- Page 6 8620 Holly Drive Suite 100 Everett, WA 98208 425 356-2600 FAX 425 356-2626 Seattle 206 292-9059 Aug 28 07 02 48p Rlkai Consultants 360-613-2408 p 1 ALKAI CONSULTANTS LLC . Environmental Engineering • Geotechnical Engineering Wetland Consulting DATE 9/ 7 Fax Transmittal Sheet To ✓�•, �w �hs{�ti Company c l r y Fax Number- 3 6 0 - 41 l7- g 7,o 9 Regarding Sa •CTj, 5 you o s From TJb Number of Pages Including Cover- /6 Comments we— ' 2S i— �P�,.L„-�1-�- s 4 •,at7 a✓C �1�✓��C s� �I� �c.-� bP s�'��`ti�.o� C 9465 Provost Road NW Suite 202 • Silverdale Washington 99383 • (360) 613-2407 • Fax (360) 613 2408 08/20/2001 WED 08 16 FXX FAX TRANSMITTAL CITY OF PORT ANGELES ENGINEE WX(;DMS10N 321E5% St PORT ANGELES,WA 98362 (360)4374411 COMPANY NAME: ' ,& oo FA& CITY/STATS: � � DESCSII'' oN: �J oe OF . G�str-1 NUMBER OF PAGES (INCLUDING COVER SHEET): RETURN FAX NO. (360)417-4709 IF THERE ART ANY PROBLEMS WITH TRANSMISSION CALL. (360)4174807 10 d 9161 ZSV 09E 'ON XV. W31SAS I I SNVNI 011VIO WV 50 0 l G3M LOOZ-6Z-0fld ORT q,Y CITY OF PORT ANGELES 0 DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING IVISION 6�1 321 EAST 5TH STREET PORT ANGELES,WA 98362 i6 0U IAe spa*n -�2C'' WeSFq e C� Application Number 06 00001042 Date 6/12/07 JV— Application pin number 715806 Property Address 123 E FRONT ST —ti�-�_c �a#al pKin s�aees ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0000 Tenant nbr name CLALLAM TRANSIT SYSTEM l 1 'd �-7C Application type description COMM NEW CONST ran% E7� ) lIo J Subdivision Name (� Property Use Favi 1�h 1� (5 5 nfo Property Zoning CENTRAL BUSINESS DISTRICT -too Application valuation 2717673 C 10(-k To we4- bq F o� Owner Contractor Wles# Pav-Kin (J� Gava�e J5.) GyZ SF ,e Clallam Transit System Y Y-�t�D �j�11 la �O H.Y'P IZ •�2J1 s l r 15 830 W Lauridsen Blvd PORT ANGELES WA 98363 I-To C arks 6/-5 RA (360) 452 1315 5qv 1m)vjA 983s z Other struct info TOTAL t LOT COVERAGE 28 50 NUMBER OF STORIES 2 00 (360) 69 3-5447 LOT SIZE 79715 00 PROPOSED LOT COVERAGE 22791 00 TOTAL LOT COVERAGE 22791 00 NUMBER OF UNITS 1 00 Permit BUILDING PERMIT COMMERCIAL Additional desc Permit pin number 87494 (�} Permit Fee 11905 95 Plan Check Fee 7738 87 Issue Date 6/12/07 Valuation 2717673 > W Expiration Date 12/09/07 / Qt} Unit Charge Per Extension �) BASE FEE 5635 25 n Q 1718 00 3 6500 THOU BL 1M + (3 65 PER K) 6270 70 Permit MECHANICAL PERMIT �a Additiona. desc 6` Permit pin number 88971 C Permit Fee 108 20 Plan Check Fee 00 Issue Date 6/12/07 Valuation 0 Expiration Date 12/09/07 �� / C 7 Qty Unit Charge Per Extension Vr f BASE FEE 50 00 Q /� 1 00 14 7000 ECH ME INSTALL 100- FAU 14 70 6 00 7 2500 ECH ME VENT FAN 43 50 ��ox(Q V• ••il�- r Permit PLUMBING PERMIT f� Additional desc Permit pin number 88989 1� Permit Fee 240 00 Plan Check Fee 00 a �•5 /O Issue Date 6/12/07 Valuation 0 Expiration Date 12/09/07 ^^ ®�1 Qty Unit Charge Per ExtensionL �- BASE FEE 50 00 23 00 7 0000 ECH PL- EA FIXTURE ON ONE TRAP 161 00 1 00 7 0000 ECH PL EA INSTALL WATER PIPE 7 00 1 00 15 0000 ECH PL EA BLDG SEWER 15 00 Separate Permits are required for electrical work,SEPA,Shoreline ESA,utilities private and public improvements This permit becomes null and void if work or construction authorized is not commenced within 180 days if construction or work is suspended or abandoned for a period of 180 days after the work as commenced or if required inspections have not been requested within 180 days from the last inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of J laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not .s presume to give authority to violate or cancel the provisions of any sta a or local law regulating construction or the performance of 9' construction t/o I- 1- Signature of Contractor or Authorized Agent Date ig ature of Owner(if owner is builder) Date T\Policies\1102 15 building permit inspection record05 wpd[1/4/20051 BUILDING PERMIT INSPECTION RECORD k CALL 417-4815 FOR BUILDING INSPECTIONS CALL 417-473 FOR ELECTRICAL INSPECTIONS CALL 417-4807 FOR PUBLIC WORKS UTILITIES PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAN FUL TO C'OFL'R INSULATE OR CONCEAL ANI'li'ORK EEFORE INSPECTED AND ACCEPTED POST PERMIT INA CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE. INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO FOUNDATION: FOOTINGS SHEAR WALLS/WALLS FOUNDATION DILAINAGE DOWN SPOUTS I PIERS POST HOLES(POLE BLDGS.) PLUMBING UNDERFLOOR/SLAB ROUrH-IN WATER LINE(METER TO BLDG) GAS LINE FINAL DATE ACCEPTED BY. BACK FLOW/WATER AIR SEAL WALLS CEILING FRAMING JOISTS/ GIRDERS SHEAR WALL/HOLD DOWNS W ALLS/ROOF/CEILING DRYWALL(INTER]OR BRACED PANEL ONLY) T-BAR INSULATION SLAB WALL/FLOOR/CEILING MECHANICAL ROUGH-IN HEAT PUMP/FURNACE/DUCTS GAS LINE FINAL DATE ACCEPTED BY. WOOD STOVE/PELLET/CHIMNEY MANUFACTURED HOMES FOOTING/SLAB BLOCIUNG&,HOLD DOWNS SKIRTING PLANNING DEPT SEPARATE PERMIT#'s SEPA. PARKING/LIGHTING ESA. LANDSCAPING SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO ELECTRICAL LIGHT DEPT 417-4735 ELECTRICAL LIGHT DEPT CONSTRUCTION R.W /PW/ CONSTRUCTION R.W ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT PLANNING DEPT 417-4750 PLANNING DEPT BUILDING 417-4815 BUILDING T•\Policies\l 102 15 building permit inspection record05.wpd(1/4/20051 CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION 321 EAST 5TH STREET PORT ANGELES,WA 98362 Page 2 Application Number 06 00001042 Date 6/12/07 Application pin number 715806 Qty Unit Charge Per Extension 1 00 7 0000 ECH PL EA WATER HEATER 7 00 Special Notes and Comments This project will require a seperate permit and fire alarm plans for review Address numbers shall be plainly visible from the street Address numbers shall be a minimum of six inches high and be of contrasting color from the background Owner is responsible for ongoing fire alarm system inspection and maintenance per the current addition of NFPA 72 Owner is responsible for ongoing fire sprinkler system inspection and testing per the current addition of NFPA 25 This project will require seperate permit and fire sprinkler plans for review Call for cover inspection for all sprinkler installations A full acceptance test will be required for all fire alarm systems 10/03/2006 03 42 PM KDUBUC A KNOX locking keybox will be required for Fire Department access Contact the Fire Department at 417 4653 for KNOX locking keybox ordering and location information 10/03/2006 04 00 PM KDUBUC 10/03/2006 03 43 PM KDUBUC A fire extinguisher will be required in the elevator machinery room 10/03/2006 03 44 PM KDUBUC Contact the Fire Department for recommended fire sprinkler system FDC locations 10/03/2006 04 01 PM KDUBUC Fire sprinkler riser rooms must be labeled on exterior doors Electrical load calculations and elctrical permits are required Sanitary sewer connection inspection is required by Public Works prior to back fill of ditch 24 hour advance notice is required Construct driveway and Sidewalks to City Standards No concrete with exposed aggregate allowed in the City road right of way An inspection by Public Works Engineering is required prior to prouring concrete Other Fees SEWER SYSTEM DELV CHARGE 6960 00 STATE SURCHARGE 4 50 PW WATER SYSTEM USE FEE 12600 00 Fee summary Charged Paid Credited Due Permit Fee Total 12254 15 12254 15 00 00 Plan Check Total 7738 87 7738 87 00 00 Other Fee Total 19564 50 19564 50 00 00 Grand Total 39557 52 39557 52 00 QO Separate Permits are required for electrical work,SEPA,Shoreline ESA,utilities private and public improvements This permit becomes null and void if work or construction authorized is not commenced within 180 days if construction or work is suspended or abandoned for a period of 180 days after the work as commenced or if required inspections have not been requested within 180 days from the last inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction Signature of Contractor or Authorized Agent Date C &;-gnature of Owner(if owner is builder) Date T\Policies\1102 15 building permit inspection record05 wpd[1/4/2005] BUILDING PERMIT INSPECTION RECORD CALL 417-4815 FOR BUILDING INSPECTIONS CALL 417-4735 FOR ELECTRICAL INSPECTIONS. CALL 417-4807 FOR PUBLIC WORKS UTILITIES PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAN FUL TO COVER,IA'SULATE OR CONCEAL 4NY 6f'0RA BEFORE INSPECTED 4./VD ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT.JOB SITE. INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO FOUNDATION: FOOTINGS SHEAR WALLS/WALLS FOUNDATION DRAINAGE/DOWN SPOUTS I I PIERS POST HOLES(POLE BLDGS.) PLUMBING UNDER FLOOR/SLABS -Q g ROUGI-I-IN WATER LINE(METER TO BLDG) �--� GAS LINE FINAL o 15'O1 DATE �) ACCEPTED Bl' BACK FLOW/WATER AIR SEAL WALLS CEILING FRAMING (,0-(0-09- JOISTS/ GIRDERS 1 r�-�e (0-(3::68, 7t-L SHEAR WALL/HOLD DOWNS WALLS/ROOF/CEILING J DRYWALL(INTERIOR BRACED PANEL ONLY) T-BAR INSULATION SLAB WALL/FLOOR/CEILING MECHANICAL ROUGH-IN --U$ �w HEATPUMP/FURNACE/DUCTS C /' GAS LINE FINAL ()o-5-09 DATE � j✓ ACCEPTED BY. WOOD STOVE/PELLET/CHIMNEY MANUFACTURED HOMES FOOTING/SLAB BLOCIUNG&HOLD DOWNS SKIRTING PLANNING DEPT SEPARATE PERMIT#t's SEPA. PARKING/LIGHTING ESA. LANDSCAPING SHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO ELECTRICAL LIGHT DEPT 417-4735 ELECTRICAL LIGHT DEPT CONSTRUCTION R.W /PW/ CONSTRUCTION R.W ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT PLANNING DEPT 417-4750 PLANNING DEPT BUILDING 417-4815 BUILDING T\Policies\l 102 15 building permit inspection record05 wpd[1/4/2005] Of pORT,k,O •^e`�� CITY OF PORT ANGELES PUBLIC WORKS -UTILITIES DIVISION 321 EAST 5TH-STREET PORT ANGELES,WA 98362 Application Number 06 00001042 Date 6/12/07 C(>'' Application pin number 715806 Property Address 123 E FRONT ST ^1 ASSESSOR PARCEL NUMBER 06 30 00 5 0 0043 0000 \�' Tenant nbr name CLALLAM TRANSIT SYSTEM Application type description COMM NEW CONST Subdivision Name Property Use Property Zoning CENTRAL BUSINESS DISTRICT Application valuation 2717673 Owner Contractor Clallam Transit System OWNER 830 W Lauridsen Blvd PORT ANGELES WA 98363 (360) 452 1315 Other struct info TOTAL % LOT COVERAGE 28 50 NUMBER OF STORIES 2 00 LOT SIZE 79715 00 PROPOSED LOT COVERAGE 22791 00 TOTAL LOT COVERAGE 22791 00 NUMBER OF UNITS 1 00 Permit DRIVEWAY INSTALLATION Additional desc 2 NEW DRIVEWAY OPENINGS Permit pin number 88674 Permit Fee 340 00 Plan Check Fee 00 Issue Date 6/12/07 Valuation 0 Expiration Date 12/09/07 Qty Unit Charge Per Extension N BASE FEE 340 00 V Permit PUBLIC WORKS COMM WATER SERV Additional desc 2 COMPOUND DROP IN METER Permit pin number 88658 �7 Permit Fee 1000 00 Plan Check Fee 00 1l ' Issue Date 6/12/07 Valuation 0 Expiration Date 12/09/07 Qty Unit Charge Per Extension BASE FEE 1000 00 Permit PUBLIC WORKS COMM WATER SERV Additional desc 1 LANDSCAPE DROP IN METER Permit pin number 88666 Permit Fee 250 00 Plan Check Fee 00 Issue Date 6/12/07 Valuation 0 Expiration Date 12/09/07 Qty Unit Charge Per Extension BASE FEE 250 00 Permit RIGHT OF WAY Additional desc Permit pin number 88682 Permit Fee 50 00 Plan Check Fee 00 Issue Date 6/12/07 Valuation 2717673 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned fora period of 1-80 days after the work as commenced,or if required inspections have not been requested within 1'80 days from.the last inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any sta a or local law regulating construction or the performance of construction. nn Signature of Contractor or Authorized Agent Date n ure of Owner(if owner is builder) Date T-\Policies\1102.15R[1/051 PERMIT INSPECTION RECORD CALL 417-4807 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W /PW/ CONSTRUCTION RW ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT PLANNING DEPT 417-4750 PLANNING DEPT BUILDING 417-4815 BUILDING T-\Policies\1102.15R[1/05] t+pf pORT,k.Q CITY OF PORT ANGELES cT T��W PUBLIC WORKS -UTILITIES DIVISION 321 EAST 5TH STREET PORT ANGELES,WA 98362 Page 2 Application Number 06 00001042 Date 6/12/07 Application pin number 715806 Expiration Date 12/09/07 Qty Unit Charge Per Extension 1 00 50 0000 ECH RIGHT OF WAY PERMIT 50 00 Permit SANITARY SEWER HOOK UP Additional desc Permit pin number 88641 Permit Fee 990 00 Plan Check Fee 00 Issue Date 6/12/07 Valuation 2717673 Expiration Date 12/09/07 Qty Unit Charge Per Extension 1 00 110 0000 EA SAN SEWER HOOKUP 110 00 16 00 55 0000 EA STORM DRAIN C/B 880 00 Special Notes and Comments This project will require a seperate permit and fire alarm plans for review Address numbers shall be plainly visible from the street Address numbers shall be a minimum of six inches high and be of contrasting color from the background Owner is responsible for ongoing fire alarm system inspection and maintenance per the current addition of NFPA 72 Owner is responsible for ongoing fire sprinkler system inspection and testing per the current addition of NFPA 25 This project will require seperate permit and fire sprinkler plans for review Call for cover inspection for all sprinkler installations A full acceptance test will be required for all fire- alarm systems 10/03/2006 03 42 PM KDUBUC A KNOX locking keybox will be required for Fire Department access Contact the Fire Department at 417 4653 for KNOX locking keybox ordering and location information 10/03/2006 04 00 PM KDUBUC 10/03/2006 03 43 PM KDUBUC A fire extinguisher will be required in the elevator machinery room 10/03/2006 03 44 PM KDUBUC Contact the Fire Department for recommended fire sprinkler system FDC locations 10/03/2006 04 01 PM KDUBUC Fire sprinkler riser rooms must be labeled on exterior doors Electrical load calculations and elctrical permits are required Sanitary sewer connection inspection is required by Public Works prior to back fill of ditch 24 hour advance notice is required Construct driveway and Sidewalks to City Standards No concrete with exposed aggregate allowed in the City road right of way An inspection' by Public Works Engineering is required prior to prouring concrete Other Fees SEWER SYSTEM DELV CHARGE 6960 00 Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned fora period'of 180 days after the work as commenced,or if required inspections have not been requestedwithin-1'80 days from the last' inspection I hereby certify that I have read and examined this application and know the same to be true and correct. All.provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date ft4ure of Owner(if owner is builder) Date T•\Po1icies\1102.15R[1/05] PERMIT INSPECTION RECORD CALL 417-4807 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W /PW/ CONSTRUCTION RW ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 1 FIRE DEPT PLANNING DEPT 417-4750 PLANNING DEPT BUILDING 417-4815 BUILDING T•\Policies\I102.15R(1/051 _. ``�"'""� CITY OF PORT ANGELES PUBLIC WORKS UTILITIES DIVISION 321 EAST 5TH STREET PORT ANGELES,WA 98362 Page 3 Application Number 06 00001042 Date 6/12/07 Application pin number 715806 Other Fees STATE SURCHARGE 4 50 PW WATER SYSTEM USE FEE 12600 00 Fee summary Charged Paid Credited Due Permit Fee Total 2630 00 2630 00 00 00 Plan Check Total 00 00 00 00 Other Fee Total 19564 50 19564 50 00 00 Grand Total 22194 50 22194 50 00 00 Separate.Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements.This permit becomes null and void if work or construction authorized is not commenced.within 180 days,if construction or work is suspended or abandoned for a period'of 180 days after the work as commenced,or if required inspections have not been requested within 1'80 days from.the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date jn �ureolf Owner(if owner is builder) Date T•\Policies\I 102.15R i 1/05] r PERMIT INSPECTION RECORD CALL 417-4807 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT IN A CONSPICUOUS LOCATION. KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTION TYPE DATE ACCEPTED COMMENTS YES NO PW UTILITIES (Engineering Division) WATERLINE/METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO CONSTRUCTION R.W /PW/ CONSTRUCTION RW ENGINEERING 417-4807 PW/ENGINEERING FIRE 417-4653 FIRE DEPT PLANNING DEPT 417-4750 PLANNING DEPT BUILDING 417-4815 BUILDING T-\Policies\l 102.15R[11051 CIVIL ENGINEERING E N 0 V I C RECEH � � .ED LAND SURVEYING 301 East 6th Street,Suite 1 & ASSOCIATES FEB 2 0 2007 Port Angeles,Washmgton 98362 INCORPORATED (360)417-0501 CITY OF PORT ANGELES Dept.of community otw@lopmdnt Fax(360)417-0514 E-mail:zenovic@olympus.net PORT ANGELES INTERNATIONAL GATEWAY TRANSPORTATION CENTER PORT ANGELES,WASHINGTON FIRST STRUCTURAL PLANCHECK— November 30, 2006 Note. The designer is to address each item of the plancheck notes in his or her letter of response. The designer is also to place a cloud' around all changes so that compliance may be verified Notes that are preceded by an asterisk are general comments that require no change to plans. Notes. 1 Three complete revised full sized set of plans incorporating all changes and addendums shall be provided to the City of Port Angeles Building Department for final review and approval. Documents shall include two complete set of structural calculations incorporating all revisions. All documents shall be wet (� stamped by appropriate design professional licensed in the State of Washington. "'2. Special inspections required on this project per U B.0 Section 1700 Inspection "1 program shall be submitted to the City of Port Angeles Building Department for review and approval Submit proposed inspection program including names and qualifications of all inspectors and timing for inspections. Copies of all inspection reports to be submitted to the City of Port Angeles Building Department. The items requiring special inspections are noted on Sheet SO 01 of the plans. Special inspections shall include monitoring of pile driving operations. cL 3. Based on the roof layout shown on the Transit Building it appears that rafters may t not align with the interior shear walls. Although it is noted that Details A& B Sheet S2.08 do denote a rafter and/or blocking on the plans the Roof Framing Plan shall be revised to clearly show additional rafters aligning with the interior shear walls which are parallel to the rafters since the walls do not match the 24" layout on the rafters 4 Final structural plans and any revised calculations for revisions to clock tower shall be included in final sets of plans and documents submitted for review and approval as noted in Item #1 above. 5 Building permit application shall be revised as necessary to clearly indicate which structures are to be constructed as part of this project(i.e. pavilion, clock tower etc.) Page 2 6 Copies of monitoring reports for adjacent buildings which are to be performed by the contractor during pile driving shall be submitted to the City of Port Angeles Building Department. The City of Port Angeles Building Department shall be notified of any damage to adjacent buildings caused by pile driving activity I CML ENGINEERING LAND SURVEYING JEN 0 V I C` & ASSOCIATES 110t 301 East 6th Street,Suite 1 Port Angeles,Washmgton 98362 INCORPORATED (360)417-0501 Fax(360)417-0514 E-mail.zenovic@olympus.net PORT ANGELES INTERNATIONAL GATEWAY TRANSPORTATION CENTER PORT ANGELES, WASHINGTON FIRST STRUCTURAL PLANCHECK— November 30, 2006 Note- The designer is to address each item of the plancheck notes in his or her letter of response. The designer is also to place a cloud' around all changes so that compliance may be verified. Notes that are preceded by an asterisk are general comments that require no change to plans. Notes. 1 Complete revised full sized plans shall be submitted to the building department for final review and approval These final plans shall incorporate addendum changes where revised plans were not provided "2. Special inspections required on this project per U B.0 Section 1700 Inspection program shall be submitted to the City of Port Angeles for approval Submit proposed inspection program including names and qualifications of all inspectors and timing for inspections Copies of all inspection reports to be submitted to the City of Port Angeles. Please note that all pile driving will also be required to be monitored 3 Please justify why retaining wall footings Detail B and C/S2.02 do not have pile footing 4 Sheet S1 01 calls out for 4 foot wide by 2' deep cap beam while Detail A/S2.02 calls out for a 1 —6" deep cap beam. Please clarify 5 The plywood shown on Details 1 and 3/S2.06 shall be pressure treated where against concrete. Revise plans to reflect this requirement. 6 Shear wall schedule calls out LPT4 clips while details on Sheet S2.08 call out for A35F clips. Please clarify plans. 7 How are roof diaphragm loads transferred to shear walls parallel to rafters at the Transit Building? It appears that rafters may not align with the parallel shear walls. 8 Structural calculations (Section 4)do not appear to match transit building shown on the plans. Provide calculations to match submitted plans. 9 Please justify parapet connections at the transit building It appears there is nothing to resist outward rotation of the parapet wall Provide calculations and revised plans as necessary 10 There appears to be no connection between the pile and cap and cap and footings for the transit building shown on Detail 1/S2 06 11 On Sheet S1 05 please clarify why there are no upper and lower `W' beams called out along Grid Lines 2 and 3 at one of the bays. The same brick facade appears on the architectural plans but it appears that the beams are there to provide support as shown on Detail C/S2.08 12 On Sheet BS1 02 please clarify the Diaphragm plan There are two Zone B's in the table with different panel thicknesses. Please revise plans to match requirements of structural calculations. 13 Page 3 006 of structural calculations appears to require 15/32' diaphragm sheathing while plans call for 7/16' sheathing, please clarify 14 Page 3 008 of structural calculations appears to require a 4 x 12 plate with 3/' diameter anchor bolts. Please clarify where this requirement is located on the plans. 15 Please clarify location of structural details for the cmu walls shown in calculations on Page 3 007 There do not appear to be any details for structural cmu walls in the plans. 16 The 2 foot sump shown on the foundation and pit plan Sheet S4 01 appears to conflict with the pile Please review and modify plans as necessary 17 Please clarify how piles tie into the pile cap at the elevator Provide details of connection 18 Calculations on Page 7 007 appear to require#6 reinforcing bars at the heal with a spacing not to exceed 10 74 inches while the plans call for#6 reinforcing bars at 12' o c. Please clarify 19 Verify thickness of concrete wall shown on Detail A, Sheet S2.02. The wall thickness is not shown on this detail 20 Structural plans have not been provided for the clock tower If the clock tower is to be constructed please provide structural plans for review 21 Please clarify whether plinths for clock tower and pavilion are being constructed as part of the base bid or if they are an alternate If not installed as part of base bid how will they be attached to the post tensioned slab? 22. Geotechnical report recommends monitoring neighboring building for potential damage from driven piles. How is this being addressed in the plans and specifications for this project? C C* L L I NS ARCHITECTURE PLANNING INTERIOR DESIGN M 70 3 710 SECONOAVENUE SUITE 1400 DSEATTLE WASHINGTON 98104-1710 Z T 2062452100 F 2062452101 CO.LINSWOEHMAN COM TRANSMITTAL DATE 12/4/06 TO ® JIM PAPKE ® LYLE ADCOCK Olympic Medical Center AWA Electrical Consultants 939 Caroline Street 1901536 1h Ave W Suite E Port Angeles WA 98362-3997 Lynwood,WA 98036 ® DAVID GONZALES ® PERMIT INTAKE Degenkolb Engineers City of Port Angeles 720-3rd Ave,Suite 1420 321 East 5th Street Seattle,WA 98104 Port Angeles, WA 98362 ® RICK PETERS ® PERMIT INTAKE TBS Engineering,Inc. Department of Health 7302 Pearl Ct. 2725 Harrison Ave NW Suite 500 Bainbridge Island,WA 98110 Olympia,WA 98504 FROM • ❑ Marguerite Jamieson REGARDING • Permit Plans ® Grant Faust PROJECT• Olympic Medical Center PROJECT NUMBER • 06047 ®Attached ❑Under separate cover via the following items: ®Drawings ®Specifications ❑Shop Drawings ❑Product Data ❑Samples ❑Change Order ❑Letter ❑Application for Payment ❑Other - SM, w � ' ❑For approyal ®For your use ❑As requested ❑For review and comment ❑Approved as submitted ❑Approved as noted ❑Rgturned for corrections ❑For review COPIES DATE j DESCRIPTION j 1 (_ 11/24/06 —T Plans 1 11/24/06 j Specifications i I r Team, i Please find attached the permit plans and specifications for your use I have provided 1 set to you and 2 sets to DOH?and the City of Port Angeles I i I i Thank you, Grant Faust i i CO P I E S SENT V I A T FACSIMILE i � . ,_.COURIER ®! POST_ { Q` ELECTRONIC ! C 0 L L I N S W 0 E R M A N I S A W A S H I N G T 0 N C 0 R P 0 R A T 10 N G:\AG\06047 OMC 923 Georgian\01 Correspondence\Corr Templates\06047 transmittal 1 Jambs Li�rly Electrical Responses to Energy Review Comments Page 1 From 'Stan Cruse <scruse@parametrix.com> To <Jlierly@cityofpa.us> <Jmahlum@cityofpa.us> Date 11/22/06 11 44AM Subject: Electrical Responses to Energy Review Comments Attached are the review comment responses to the Lighting items Krei Architecture A Parametrix Company Stan Cruse, A.I.A. LEED v.2 A.P Corporate Architect scruse@kreiarchitecture us scruse@parametrix.com Parametrix Bremerton Office r 4660 Kitsap Way Suite A Bremerton Washington 98312 Phone 360-850-5313 Direct Fax: 360 479 5961 CC <gkenworthy@cityofpa.us> q� l VA r1 c ific-a tion R I e I y_ _'f6r"'Re' "' 'fl' 1;0,-- en,i' r do' Y_ Tpa i Energy Specification Review for International Gateway Transportation Center Lightin —Section 16500 0 Plan exceeds Washington State Energy Code Lighting Power Density in Public Bathrooms (Specifications are higher than needed) RESPONSE According to 51-11 WAC Section 1531 the building may be calculated by multiplying the gross interior floor area by its primary use The rule also states Accessory uses including corridors lobbies and toilet facilities shall be included with the primary use Energy calculations are in compliance and do not recommend reducing the lighting level in these rooms Vandal Proof light fixtures per plan in all 4 restrooms. Although necessary in Public Restrooms,the vandal proof fixtures may not be needed in the office restrooms. RESPONSE Suggest maintaining specified fixtures Please provide clear direction if non-vandal resistant fixtures are desired 0 Some additional lighting energy savings may be incorporated by specifying high perfon-nance ballast lamp combination in troffer fixtures (see attached lighting audit) RESPONSE This recommendation will create a possible proprietary design standard that could result in reducing competition. 0 Incorporate minimum Color Rendering Index (CRI)requirement of 85 into plan for fluorescent lighting. RESPONSE This suggestion will be included in the next document revision `- WASHINGTON, U S A MEMO DATE October 27, 2006 COMMUNITY & TO Glenn Cutler ECONOMIC DEVELOPMENT FROM Scott K. Johns, Associate Planner Mark Madsen City Manager RE Landscaping requirements for Gateway project 417-4501 Sue Roberds The Department of Community and Economic Development has reviewed the Planning Manager landscaping plans for the Gateway project. The number of trees proposed for 417-4750 the Gateway meets the existing requirement for the number of exposed parking spaces (those under the deck were not included in the calculation) Nathan West Principal Planner Mr Mike Mills, the Certified Arborist who visited with staff on Monday 417-4751 recommended that the areas shown on the landscape plan using 'structural soils' be increased in area to extend the full length of the new sidewalk adjacent to Scott Johns Lincoln Street. Expanding the areas of structural soils on Front Street where Associate Planner 417-4752 planter boxes with trees would benefit from additional root zone area was also recommended. Jim Lierly Regarding the design/build parking structure, CED staff with direction of the Building Inspector 417-4816 City Manager, intends to establish an example of providing 1 tree for each group of five parking spaces. A total of 58 parking spaces are shown on the Dave Yasumura plan(AA1 01) This calculates to a requirement of 12 trees to be included in Permit Technician the design of the parking structure (again, only parking spaces on the exposed 417-4815 level were included in the calculation) Patrick Bartholick I have discussed the location of these 12 trees with other staff and Charlie Compliance Officer Smith of Lindberg and Smith Architects. It is the consensus of these 417-4712 discussions that the 12 trees should be located on the east side of the structure Fax: 360-417-4711 to help screen the structure, and should be planted using the same standards as other street trees in the Central Business District. The use of structural soils for the sidewalk area on the east side of the parking structure is also highly recommended. Due to limited space along the east side of the structure, the use of fastigate or columnar varieties of trees is recommended. Should you have difficulty achieving suitable locations for all 12 required trees, alternatives that mitigate this requirement may be considered. The department's primary concern is to soften the hard lines of the proposed structure and to set an example for the community of how the generous use of landscaping can contribute to the quality of the City Some suggested alternatives may include, • The use of vines or other vegetation on the structure to soften the lines, Distributing some of the required trees to the east side of the transit access lane where a wider pedestrian area exists. Planning Division staff will be available if you have further questions or concerns regarding this requirement. Thank you PEN I:I SUL_. D, T;. I` E,W1; ^•f f t C F jf'} 'l i ;.t. r--T-1 I Y f 'I�� �_'?i_ IJ Y:.' i,G d; fii c7'^�' ig ,i n 'I- a 1' .Pen Ti._U la Da .I y New --- _.._._.__ CITY OF PORT ANGELES NOTICE _. -- -- ----- - -- --- -------- -- - ---- DETERMINATION OF ------ L A t.CT i,11'Y C,L%E:11 COMPLETENESS NOTICE OF DEVELOP- T Y D I-'0F I A N CzE.LE•=i I MENT APPLICATION -__.-_f-Y,_� - iL •._). _- - -- -__. �T_- NOTICE IS HEREBY GIVEN that on September 27 -- 1' :}'hi•IGS.LES ...• WA 9`96 2006, the City of Port An= l geles received a State Envi- ronmental Policy Act (SEPA)- _-___—_ checklist for review in assn- - -` -1`---- ciation with the "-,)=-T F1 1x11" . • , '? #1. I ment of a bus transfer sta- . ;ri•I c t tion facility and parking fa- I._ -• '7 c.x 4sc r.'I I. .0 et fi7 'i"T_'sa i i ? �: I: f. cility in the CBD Central Business District zone. The, application was determined 1 he.e u n d e r ni-i.C T ed be i Ti g f i'r a:j d u-1-y S OJ O r h On C,a-t 1a ; to be..complete on Septem- ber 27 2006. Interested U r `� `I ' y. I parties are encouraged to -.LL? -5S'_e_:h a i _ 31Jli11T?..x:-ed- :[37 1 C1-C}i: -ti?:71�e- iT --1--- comment on the proposal _ ---and may request a copy of -�•F f I,d o 1.'L'. f O Ta Tri d on b e h a.I. -F o f P en 1 n V U.I.a �u 1. 1.y � the decision once it's been made. The application and N f�?ill O 3' :)n 1":7'� 1 O n a 7'i d !;h t I?£: f G 1. l I Lt1].Y7 t: I any studies may be re- viewed at the City art- - vid De p -- - -- --- ment of Community & Eco- ar.d a(7 u '1 I..r?ut'lledr- +�_ I nomic Development. No public hearing will be con- ducted on the SEPA check- _ i-h-a t rt rf C'rf (x_5 3 # list. A decision will be -- made based on the record C,f F'e • r? "i s J 1 a D a 1 t,t )'' e w s I,}L.h 1 i s)"1 a dl -i r I including-any written public com- 1cY1. pro'-c)tT); )E' f-fe1 ' oa1 CC.Ur?'I.:2eS anu � :I h ' been ap e�o s ed I menemust berttten submtt•d f (1-- '- --h--ti--�3 T-i1-ae�"--11-' W . .'om . - - to the City Department of Community& Economic De- COL, ---- ---- t o.wsaid (-1alla. t1erfe S 01 11 +••O-U Ti t LI: Of the I velopment, 321 East Fifth StP.O. Box 1150 Port An- `"'u a#=E�. i_s' .k1: ' 1' i r.?. 6. O T` 3 ge.les, Washington, 98362, -_%:-._� 1; ? r;t; r_nr jam, .. } I; d-pr;t of ,rl .i -- �_ no later than October 23, -- 2006. ir- 'I:•iC:rl a 1't: Was put) l2s1"ted 3n regular 1sT#It_r I STATE ENVIRONMENTAL ( a w u r.i o; � -• POLICY ACT It is anticipat- t =u 1- I` e m e i' o f f i O • "a i u ';c.i£-I S D c��i=T' I ed that a determination of •i;r•i h.,1'.s Si-u-a C-7 1. i e i �-„ - ---- non significance (DNS) will be issued for the proposal CI.t t r?,T?CI R.1 1 C'4, :.i a!d p'e r i o dT'h'I? i7 U.b l.j, h. 't f; u a",( e j. per WAC 197 11340(2)fol- 4_ lowing the public comment d 1.w 's,I'?e i s iq t day f P U b'I i cL i,on period which ends October _ 23,2006. APPLICANT Clallam Transit--_--- -� --- I System LOCATION: 123' E. Front I Street For further information con- -----_._ .-- I----- -- tact: Scott Johns, (360)----------.-'- -- I 417-4752 Pub:Oct.1,2006 ism-#- C?N 1.0 01 I, — I I Tr3l'Al C1'3ST 57 95 -1 _F:ll:I_-T_•,D' Qrel.,— 10-t 01/,OA atJbsc-ribcd and susorn to before me thi _ day of C')(/�?. _ IIII�i�1ii. ;a.r y P iJ b 1.a c i and f c�r .b h e a t c3 t.e o f .W a s.h i n t.o n r.e s.i d i n t a.t r a 116ttOiT/ j 'A Flen:i.nsula Eaily 1`4ews P 0 Dox 1330 Port Angeles, WA (n, AS-05-OG =` �,A UBIN O, /����OP I I i ASN City of Port Angeles Community Developement (Building Division) 321 E 5th St Port Angeles Washington 98362 360-417-4815/ Fax 417-4711 Plan analysis based on the 2003 International Building Code Project Number 06-1042 Date September 27 2006 Project Name Gateway transportation center Address 123 E Front Street Contractor TBA Occupancy S-2 Architect Krei architecture Construction IV Engineer Ade J Bright PE Report By JIM LIERLY NOTE The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 2003 IBC It is a guide to selected sections of the code Report created using Plan Analyst software by IHS Global 800-854-7179 PROPERTY DESCRIPTION EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Sec 602 Tables 601 and 602 and Sec 704 North Side has a property line - Distance to property line = 20 0 Minimum fire rating Bearing =2-hour - Nonbearing =1-hour A parapet wall is required on this wall See exceptions There is no limit to unprotected openings in this wall There is no limit to protected openings in this wall Length of openings per tier = 50 feet Area of openings per tier = 300 feet East Side has a property line - Distance to property line = 0 0 Minimum fire rating Bearing =2-hour - Nonbearing =1-hour A parapet wall is required on this wall See exceptions Unprotected openings are not permitted in this wall Protected openings are not permitted in this wall There are no openings in this wall South Side has a property line - Distance to property line = 0 0 Minimum fire rating Bearing =2-hour - Nonbearing =1-hour A parapet wall is required on this wall See exceptions Unprotected openings are not permitted in this wall Protected openings are not permitted in this wall There are no openings in this wall d Page # 2 Code review for Project Id Gateway transportation center Address 123 E Front Street West Side has a property line - Distance to property line = 0 0 Minimum fire rating Bearing =2-hour - Nonbearing =1-hour A parapet wall is required on this wall See exceptions Unprotected openings are not permitted in this wall Protected openings are not permitted in this wall Length of openings per tier = 1 feet WARNING Openings are not allowed in this wall The exterior walls are required to be of NONCOMBUSTIBLE material -- Sec 602 4 Exterior walls are required to be fire-rated for exposure to fire 1 From Both sides when fire separation is 5 feet or less 2 On the interior side only when separation is greater than 5 feet -- Sec 704 5 The area of openings in an open parking structure with a fire separation distance of greater than 10 feet shall not be limited -- Table 704 8 note c Then maximum percent of area of unprotected opening has been adjusted for an automatic sprinkler system -- Sec 704 8 1 If some openings are protected and some are not then use formula in Sec 704 8 Openings in lhr walls are required to be protected with 3/4 hour assemblies -- Sec 704 12 and 715 4 8 Openings in walls required to be greater than lhr are required protected with 1 1/2 hour assemblies -- Sec 715 4 8 When a parapet wall is required the parapet wall shall extend 30 inches above the roofing The parapet wall is required to have inches same fire rating as the wall and shall have noncombustible faces for the uppermost 18 inches -- Sec 704 11 Exceptions The parapet wall is not required where 1 The roof is construction is at least 2 hour fire resistive 2 The roof including the deck and supporting construction is constructed entirely of noncombustible materials 3 Exterior wall is required to be 1 hour fire resistive and where the roof is constructed per Exception 4 (1 hour roof/ceiling, no openings in the roof near the exterior wall and Class B covering) Page # 3 Code review for Project Id Gateway transportation center Address 123 E Front Street Open parking garage description 1 Design based on parking structure having an automatic sprinkler system per NFPA 13 2 Design based on all areas of garage being within 200 feet of an exterior opening 3 Public has access to all levels 5 Garage has an office/waiting area on the grade level Note The combined area of an office, waiting and/or toilet rooms cannot exceed 1000 square feet -- Sec 406 3 5 1 Exception Use is limited to the parking or storage of private motor vehicles -- Sec 406 3 5 1 The following uses are not permitted -- Sec 406 3 13 1 Vehicle repair work 2 Parking of buses, trucks and similar vehicles 3 Closing of required openings by tarpaulins or any other means 4 Dispensing of fuel Garage has 22791 sq ft per tier The allowed area per tier is 50000sq ft -- Sec 406 3 5 and Table 406 3 5 The area per tier is within the allowed area Garage has 1 tier The allowed number of tiers is 4 -- Sec 406 3 5 and Table 406 3 5 The number of tiers is within the allowed Warning! The minimum number of openings in at least 2 exterior walls is not provided -- Sec 406 3 3 1 Note The aggregate length of openings are less than 40 percent of the perimeter of tiers A mechanical ventilation system is required -- Sec 406 3 3 1 FIRE RESISTANCE RATINGS FOR BUILDING ELEMENTS -- Table 601 ELEMENT MATERIAL RATING NOTES Structural Frame Heavy Timber H T Interior Bearing wall Heavy Timber 1 hr/H T Interior nonbrg wall Heavy Timber 1 hr/H T Floor/Ceiling Assembly Heavy Timber H T Note 12 Roof/Ceiling Assembly Heavy Timber H T Note 12 NOTES 12 Floors shall be without concealed spaces -- Sec 602 4 4 Roofs shall be without concealed spaces -- Sec 602 4 5 Page # 4 Code review for Project Id Gateway transportation center Address 123 E Front Street EXIT REQUIREMENTS Tiers with public access The number of occupants per tier is 114 Each tier must have at least 2 exits -- Sec 1014 1 & 1018 1 Note Travel distance limits may require additional exits Doors are required to swing in the direction of egress travel -- Sec 1008 1 2 EXIT ACCESS TRAVEL DISTANCE The maximum travel distance in a parking garage is 400 feet -- Table 1015 1 EXIT NOTES Occupant load is based on Section 1004 1 and Table 1004 1 2 For the minimum width of doors see Section 1008 1 1 Exits shall be continuous from the point of entry into the exit to the exit discharge -- Sec 1003 6 Vehicle ramps shall not be considered as providing required exit facilities -- Sec 406 2 5 EXIT SEPARATION In areas where 2 exits are required the minimum separation is 1/3 of the maximum diagonal of the area or floor measured in a straight line between exits or exit access doorways -- Sec 1014 2 1 Exception 2 Multiple means of egress shall be sized such that the loss of any one means of egress shall not reduce the available capacity by more than 50 percent -- Sec 1005 1 EXIT SIGNS Exits and exit access doors shall be marked by an approved exit sign Signs shall be placed where the exit or the path of egress travel is not immediately visible No point to be more than 100 feet from an exit sign -- Sec 1011 1 Exception 1 Exit signs are not required in rooms or areas which require only one exit Exception 2 Main exterior exit doors which obviously and clearly are identifiable as exits need not be signed when approved Exit signs shall be internally or externally illuminated -- Sec 1011 2 Exit sign shall be illuminated at all times including during loss of primary power -- Sec 1011 4 & Sec 1011 5 3 Page # 5 Code review for Project Id Gateway transportation center Address 123 E Front Street BOLT LOCKS Manually operated flush bolts and surface bolts are not permitted -- Sec 1008 1 8 4 Exception 2 Where a pair of doors serves a storage or equipment room manually operated edge- or surface-mounted bolts are permitted on the inactive leaf LOCKS AND LATCHES Egress doors shall be readily openable from the egress side without the use of a key or any special knowledge or effort -- Sec 1008 1 8 Locks and latches shall be permitted to prevent operation where any of the following exists Exception 2 The main door or doors in Group B F M and S areas are permitted to be equipped with key operating locking devices from the egress side provided 2 1 The locking device is readily distinguishable as locked 2 2 A readily visible durable sign is posted on the egress side stating THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED Exception 3 Where egress doors are used in pairs automatic flush bolts shall be permitted to be used provided the door leaf having the automatic flush bolts has no doorknob or surface-mounted hardware LANDINGS AT DOORS 1 There shall be a floor or landing on each side of a door -- Sec 1008 1 4 2 Such floor or landing shall be at the same elevation on each side of the door -- Sec 1008 1 4 3 The floor or landing shall not be more than 1/2 inch lower than the threshold -- Sec 1008 1 6 4 Landings shall have a width not less than the width of the stairway or width of the doorway whichever is the greater Where a landing serves an occupant load of 50 or more doors in any position shall not reduce the landing dimension to less than one half it required width The minimum length in the direction of exit travel is 44 inches -- Sec 1008 1 5 5 The space between two doors in series shall be 48 inches plus the width of door swinging into the space -- Sec 1008 1 7 Page # 6 Code review for Project Id Gateway transportation center Address 123 E Front Street STAIR REQUIREMENTS Public Stairways 1 The riser heights shall not be less than 4 inches or greater than 7 inches The minimum tread depth is 11 inches -- Sec 1009 3 The maximum variation is 3/8 inch between the largest and the smallest in a stairway flight -- Sec 1009 3 2 Public Stairways The minimum width of a stairway is 36 inches 44 inches if the occupant load is greater than 50 -- Sec 1009 1 3 Provide a handrail on each side of stairways -- Sec 1009 11 Handrail height measured above stair tread nosing shall be not less than 34 inches and not more than 38 inches -- Sec 1009 11 1 Handrails with a circular cross section shall have an outside diameter of at least 1 1/4 inches and not greater than 2 inches or shall provide equivalent graspability -- Sec 1009 11 3 Handrail-gripping surfaces shall be continuous without interruption by newel post or other obstructions -- Sec 1009 11 4 Handrails shall return to a wall guard or the walking surface or shall be continuous to the handrail of an adjacent stair flight Where handrails are not continuous between flights the handrails shall extend horizontally at least 12 inches beyond the top riser top riser and continue to slope for the depth of one tread beyond the bottom riser -- Sec 1009 11 5 4 Open sides of walking surfaces which are located more than 30 inches above the floor or grade below are required to have a guard -- Sec 1012 1 5 The minimum height of guard is 42 inches -- Sec 1012 2 6 Open guards shall have balusters or ornamental pattern such that a 4-inches diameter sphere cannot pass through any opening up to a height of 34 inches From a height of 34 inches above the adjacent walking surface to 42 inches above the walking surface a sphere 8 inches in diameter shall not pass -- Sec 1012 3 Exception 1 The triangular opening formed at the riser tread and guardrail may be 6 inches 7 The minimum headroom clearance is 80 inches (6 ft - 8 inches ) measured vertically from a line connecting the edge of the nosing Headroom shall be continuous to the point where the line intersects the landing below The minimum clearance shall be maintained the full width of the stairway and landing -- Sec 1009 2 8 Enclosed usable space under the stairs is required to be protected by 1-hour fire-resistive construction or the fire-resistance rating of the stairway enclosure whichever is greater -- Sec 1019 1 5 9 A flight of stairs shall not have a vertical rise greater than 12 feet between floor levels or landings -- Sec 1009 6 Page # 7 Code review for Project Id Gateway transportation center Address 123 E Front Street ELEVATOR REQUIREMENTS 1 An approved pictorial sign of a standardized design shall be posted adjacent to each elevator call station on all floors instructing occupants to use the exit stairways and not to use the elevators in case of fire -- Sec 3002 3 1104 4 Multilevel buildings and facilities At least one accessible route shall connect each level including mezzanines in multilevel buildings and facilities EXCEPTION 1 An accessible route is not required to stories and mezzanies above and below accessible levels that have an aggregate area of not more that 3 000 S F This exception does not apply to 1 1 Muliti tenant facilities of group M occupancies containing five or more tenant spaces 1 2 Levels containing offices of health care providers (Group B or I) 1 3 passenger transportation facilities and airports (Group A-3 or B) or 1 4 buildings owned or leased by government agencies BUILDING ACCESSIBILITY 1 In addition to accessible entrances required by Sections 1105 1 1 through 1105 1 6, at least 50 percent of all public entrances shall be accessible -- Sec 1105 1 2 At least one accessible entrance shall be provided to each tenant dwelling unit and sleeping unit in a facility -- Sec 1105 1 6 3 Where parking is provided accessible parking spaces hall be provided in compliance with Table 1106 1 -- Sec 1106 1 4 At least one accessible route shall connect each accessible level -- Sec 1104 4 See exceptions 5 Accessible routes shall coincide with or be located in the same area as a general circulation path Where the circulation path is interior the accessible route shall also be interior -- Sec 1104 5 6 On floors where drinking fountains are provided at least 50 percent but not less than one fountain shall be accessible -- Sec 1109 5 Page # 8 Code review for Project Id Gateway transportation center Address 123 E Front Street 7 ADA title 3 technical assistance manual (covering public accomodations and commercial facilities) A "professional office of health care provider" is a location where state regulated professionals provides physical or mental health services to the public The ADA' s elevator exemption does not apply to buildings housing the offices of a health care provider ACCESSIBLE FACILITIES NOTE Except as noted section numbers listed below are from ANSI A117 1-2003 AND CHAPTER 11 OF THE 2003 INTERNATIONAL BUILDING CODE WATER FOUNTAINS AND WATER COOLERS Accessible units must comply with the following 1 Spout is to be within 36 inches of the floor -- Sec 602 4 2 Spout arranged for parallel approach shall be located 3 1/2 inches maximum from the front edge Units with a forward approach shall have the spout 15 inches minimum from the vertical support and 5 inches maximum from the front edge of the unit -- Sec 602 5 3 Spouts shall provide a flow of water 4 inches height minimum -- Sec 602 6 TOILET FACILITIES 1 A 60 inch diameter turning space or T-shaped space is required in the toilet room -- Sec 603 2 1 and 304 3 Doors shall not swing into the clear floor space for any fixture 603 2 3 See exception for rooms used for individual use 2 Water closet shall be mounted adjacent to a side wall or partition The distance from the side wall or partition to the centerline of the water closet shall be 16 to 18 in Sec 604 2 3 When the accessible water closet is not in a compartment Clearance around the water closet shall be 60 inches minimum measured perpendicular to the side wall and 56 inches minimum measured perpendicular to the rear wall -- Sec 604 3 1 4 When the accessible water closet is in a compartment Wheelchair accessible compartments shall be 60 inches wide minimum measured perpendicular to the side wall and 56 inches deep minimum for wall hung water closets and 59 inches deep for floor mounted water closets measured perpendicular to the rear wall -- Sec 604 8 1 1 Compartment doors shall not swing into the minimum required compartment area -- Sec 604 8 1 2 Page # 9 Code review for Project Id Gateway transportation center Address 123 E Front Street 5 Grab bars shall have a circular cross section with a diameter of 1 1/4 inch minimum and 2 inches maximum or shall provide equivalent graspability -- Sec 609 2 The space between the wall and the grab bar shall be 1 1/2 inches Sec 609 3 Grab bars shall be mounted in a horizontal position 33 inches minimum and 36 inches maximum above the floor -- Sec 609 4 a Side wall grab bars are required to start within 12 inches of the backwall and extend to 54 inches from the back wall (The minimum length of the bar is 42 in) -- Sec 604 5 1 b The rear bar shall be 24 in long minimum centered on the water closet Where space permits the bar shall be 36 in long minimum with the additional length provided on the transfer side -- Sec 604 5 2 6 The top of the water closet seats shall be 17 to 19 inches above the floor -- Sec 604 4 7 Accessible urinals shall be of the stall type or wall hung with the rim at 17 inches maximum above the floor -- Sec 605 2 8 Accessible lavatories shall be mounted with the rim 34 inches maximum above the floor -- Sec 606 3 9 Sinks shall be 6 1/2 inches deep maximum -- Sec 606 5 10 Water supply and drain pipes under lavatories shall be insulated or otherwise treated to protect against contact -- Sec 606 6 11 Mirrors shall be mounted with the bottom edge of the reflecting surface 40 inches maximum above the floor -- Sec 603 3 Page # 10 Code review for Project Id Gateway transportation center Address 123 E Front Street RAMP REQUIREMENTS 1 The minimum width is 44 inches If a ramp serves an occupant load of 50 or less it may be 36 inches wide If the ramp is serving a high occupant load check exit table above for required width -- Sec 1010 5 1 & 1016 2 Exception 2 2 If the ramp is part of the means of egress the maximum slope is 1 12 All other ramps may have a slope of 1 8 or less -- Sec 1010 2 3 The rise for any ramp shall be 30 inches maximum -- Sec 1010 4 4 Landings shall be provided at the top bottom points of turning and at doors -- Sec 1010 6 Landings shall have a length of at least 5 feet in the direction of travel -- Sec 1010 6 3 Where changes in direction of travel occur at landings the landing shall be 60 inches by 60 inches minimum -- Sec 1010 6 4 5 The surface shall of slip-resistant materials that are securely attached -- Sec 1010 7 1 6 Handrails shall be per stair requirements -- Sec 1010 8 A rail shall be mounted below the handrail 17 to 19 inches above the ramp or landing surface -- Sec 1010 9 1 7 A curb or barrier shall be provided that prevents the passage of a 4-inch diameter sphere where any portion of the sphere is within 4 inches of the floor or ground surface -- Sec 1010 9 2 Page # 11 Code review for Project Id Gateway transportation center Address 123 E Front Street PEDESTRIAN WALKWAY -- Sec 3104 1 The pedestrian walkway shall be of noncombustible construction -- Sec 3104 3 Exception Combustible construction is permitted when buildings are combustible construction 2 Walkway shall be separated from the interior of buildings by fire barrier walls with a fire-resistive rating of not less than 2 hours -- Sec 3104 5 Exceptions 1 The distance between buildings is greater than 10 feet and the walkway and both buildings have an automatic sprinkler system per NFPA 13 See exception for glass requirements 2 The distance between buildings is greater than 10 feet and the sidewalls of the walkway is at least 50% open 3 Walkway is not required to be separated when buildings are on the same lot are treated as one building per Section 503 1 3 3 The unobstructed width of pedestrian walkways shall not be less than 36 inches The total width shall not exceed 30 feet -- Sec 3104 8 4 The length of exit access travel shall not exceed 200 feet -- Sec 3104 9 Exceptions 1 If walkway has an automatic sprinkler system length shall not exceed 250 feet 2 If both sides are at least 50 percent open length shall not exceed 300 feet 3 If walkway has an automatic sprinkler system and both sides are open 50 percent or more length shall not exceed 400 feet 5 Smoke and heat venting shall be provided for enclosed walkways -- Sec 3104 11 STANDPIPE AND HOSE SYSTEMS -- Sec 905 Exception Class I standpipes are allowed in buildings with an automatic sprinkler system A standpipe system is not required Page # 12 Code review for Project Id Gateway transportation center Address 123 E Front Street VENTILATION 1 The structure shall have uniformly distributed opening on two or more sides The area of openings on a tier must be at least 20 percent of the total perimeter wall area of each tier 2 Interior walls shall be at least 20 percent open with uniformly distributed openings 3 The aggregate length of the openings considered to be providing natural ventilation shall constitute a minimum of 40 percent of the tier -- Sec 406 3 3 1 Exception Openings are not required to be distributed over 40 percent of the building perimeter where the required openings are uniformly distributed over 2 opposing sides of the building Ventilation other than the percentage of opening specified is not required -- Sec 406 3 12 Open parking garages shall be used exclusively for the parking or storage of private motor vehicles -- Sec 406 3 5 1 The following uses and alterations are not permitted 1 Vehicle repair work 2 Parking of busses trucks and similar vehicles 3 Partial or complete closing of required openings in exterior walls by tarpaulins or any other means 4 Dispensing of fuel -- Sec 406 3 13 Parking areas shall be provided with walls or barriers except at pedestrian or vehicular accesses -- Sec 406 2 4 Vehicle barriers not less than 2 feet high shall be placed at ends of drive lanes and at the end of parking spaces where the difference in adjacent floor elevation is greater than 1 foot -- Sec 406 2 4 Vehicle barrier systems for passenger cars shall be designed to resist a single load of 6 000 pounds applied horizontally and shall be capable of transmitting load to the structure -- 1607 7 3 Parking surfaces shall be of concrete or similar noncombustible and nonabsorbent materials -- Sec 406 2 6 Exception Asphalt parking surfaces are permitted at ground level The clear height of a parking tier shall not be less than 7 feet -- Sec 406 3 5 1 Page # 13 Code review for Project Id Gateway transportation center Address 123 E Front Street The grade-level tier may contain an office waiting and toilet rooms having a total combined area of not more than 1 000 square feet Such area need not be separated from the open parking garage -- Sec 406 3 5 1, Exception Is the surface sloped toward a floor drain and does the plans show a trap primer qqy _�pq�gy§p Energy Specification Review for International Gateway Transportation Center Mechanical responses./roin SCS at Tres 1,Yest Engineers tire in blue italicizedfiont. 1111012006 Thermal Insulation Code Analysis Plan GO 03 • Roof R 38 Sheet A3 06, Sections 2 3 • Wall R 21 Sheet A3 06 Section 3 • Floor R 38? Sheet A 3 00, Section 3 FILk Water Heating—Section 15480 Model. A.0 Smith DEL 50 with 6kW elements No GAMA listing of Energy Factor for this model (See Attached)Ly this required? The unit has been listed with the 4 5 kWeleinents the vpec�fiedunil isthesanie, exceptivith 6kW elenients No heat trap to prevent convective thermal loses. (This is a needed requirement) This will be added bv addendion Warranty-Tank—3 years,Heating elements-3 years,Parts 1 year (This is an extremely low warranty)Additional ivarranh, is available.for additional cost I�this soniething the Cin 11"ould like to add to the project? Heat Pump—Section 15741 Model. Trane 2TWA306OA3 with 2TEC3F60 air handler No ARI listing for this model or combination See 4RI listing included in einail, docunient nalnes are Trane ARIpdf and Trane ARI List p(�f Cannot verify HSPF of 8.5 and SEER of 13 HSPF andSEER ver�fied on ARI listing No heat loss calculations submitted with plans to verify correct sizing of proposed heat pump Heat loss calculation included in einail,file nani e is 060602—P 4IG—5ingle p4l' Economizer and Economizer controls absent from plans (this is a needed requirement) 4ir Handler Schedule shows 100%outside air capabilitv Section 15900 details econoinizer operation Duct work Sections 15 8 10 and 15 813 • Unbalanced air distribution system per plan. (the system needs to be balanced)Systein ai�flovvs are �hown on �heel M2 01 Building is vlightiv pressurized to control infiltration. Relief air path is provided through grilles tnarlced TG Insti-tictio;zsfoi-balatici*ngai-e included in Section 15950 • hicorporate on-site inspection services of Northwest Sheet Metal Inspection Service in plan with provision for contractor to make corrections as required by inspection reports. Requireinent.for this will be added in addendunt James Lierly Energy Spec Review doc _ _T Page 21 i i Lighting—Section 16500 i • Plan exceeds Washington State Energy Code Lighting Power Density in Public Bathrooms (Specifications are higher than needed) • Vandal Proof light fixtures per plan in all 4 restrooms. Although necessary in Public I Restrooms,the vandal proof fixtures may not be needed in the office restrooms. I • Some additional lighting energy savings may be incorporated by specifying high performance ballast lamp combination in troffer fixtures (see attached lighting audit) I • Incorporate minimum Color Rendering Index(CRI)requirement of 85 into plan for fluorescent lighting. f i i I I i I I I I I I I i I I I I I i i I I I James—L' ierly q_1ra� ARI_List.pqfPage 1 HP SEARCH ARI Directory of Certified Product Performance Page 1 of 1 How to Use This Site Help Me Data is not required in all fields.Entering data in multiple fields may unnecessarily limitthe results.When entering model numbers,only the first few characte rs may be needed. If you get no results, reduce the number of characters in the model number Found 4 matching Heat Pumps.Displaying results 1 through 4. LOW Cooling High Heating Haab.ng 47°F 17°F Outdoor Unit Indoor Unit Furnace S` SEER Capacity HSPF Capacity ARI Ref, SManufacturer MgkL Trade/B,ne Model Model Model (Btuh) (Btuh) LMPhasLLhL A tatus i— Number Nu r Nunber (F 602628 Active THE TRANE COMPANY XA13 2TWA3060A3 2TEC3F60A1 56,000 13.00 1 53,000 8.50 1 34,400 3 r 1107267 Active THE TRANE XA13 2TWA306OA3 2TEC3F60B1 56,000 13.00 53,000 8.50 34,400 3 I 1COMPANY I 602513 Active THE TRANE XA13 2TWA3060A4 2rEC3F60AI 56,000 13.00 53,000 8.50 34,400 3 COMPANY 1107257 Active THE TRANE XA13 2TWA3060A4 2TEC3F60BI 56,000 13.00 53,000 8.50 34,400 3 Irr I ICOMPANY I *Revised si rice last directory see certification report.@Highest Sales V01 Urne Tested Combination,($)Average National Annual Cost of Operation. Select a model to print. Print Preview No results match your search criteria in the HP mix-match table No results?Click Modify Search and remove some of the search criteria you entered or enter only aportion of the model number Modify Search Home Download Query Results to Excel File Air-Conditioning&Refriaeration Institute(ARI) 4100 North Fairfax Drive,Suite 200 Arlington VA 22203 703-524-8800,fax 703-528-3816 Site Design by lip Web Developers'Studios Copyright©2006 Air-Conditoning&Refrigeration Institute.All rights reserved. http.//www.andi rectory org/ari/hp_5earch.p hp 11/10/2006 `James Lierly Trane ARI-p— Certificate of ARI-Certified Performance The following Three Phase, Split System: Heat Pump with Remote Outdoor Unit-Air-Source Outdoor Unit Model Number 2TWA3060A3 combined with Indoor Unit Model Number 2TEC3F60A1 manufactured by- THE TRANE COMPANY under the Trade/Brand Name: XA13 has been rated in accordance with ARI Standard 210/240-2005, Unitary Air-Conditioning and Air-Source Heat Pump Equipment and is certified by the Air-Conditioning and Refrigeration Institute to meet the followingproduct performance ratings: Cooling Capacity (Btuh): 56000 SEER Rating(Cooling): 13.00 Heating Capacity (Btuh) @,47°F 53000 Region.IV HSPF Rating (Heating): 8.5 Heating Capacity (Btuh) @ 17°F 34400 Voluntarily revised,unless accompanied with a WAS in which case the change is involuntary ARI Reference # 602628 N.Enc..q._ s Today's Date: 11 / 10/06 Prof.alonallam I Status: Active Thr uSh.TgFhni. CorNflcatlon by NATE CERTIFIED RATINGS.ARE VAUD ONLY FOR THE PARTICULAR COMBINATION OF INDOOR AND OUTDOOR UNITS'LISTED IN THE AIR-CONDITIONING AND REFRIGERATION INSTITUTE'S DIRECTORY OF.CERTIFIED EQUIPMENT VISIT WWW.ARIDIRECTORY.ORG TO VERIFY THAT THIS COMBINATION ISAN ACTIVE LISTING AND THE DATA LISTED ON THIS CERTIFICATE ISACCURATE. SEARCH ON THE ARI REFERENCE#TO QUICKLY LOCATE THIS COMBINATION IN THE DIRECTORY TERMS AND CONDITIONS This Certificate shall be used for individual, personal,and confidential reference purposes only, and may be used only pursuant tothe teras and condifions listed.This Certificate and the contents hereof are proprietary products of ARI.The contents of this Certificate may not, in whole or in part,be reproduced; copied;disseminated; entered into a computer database; or olherwise utilized,in any form or manner or by any mean s,except for the user's individual, personal and confidenfial reference. Contained herein are product information and is certified ratings. ARI does not endorse the product(s) listed in this Certificate and makes no representatio ns,warranties or guarantees as to,and assumes no responsibilit y for the product(s)listed in this Certificate. ARI expressly disclaims all liability for damages of any kind arising out of the use or performance of the product(s), or the unauthorized alteration of data, listed in this Certificate. i James Lierly Water Division Comments doc _ _._,_._._...n ... _.. _ ...._�._. _._... Paii i I i F I Water Division Comments Mechanical responses,front SCS at Ties TVeest Engineers are in blue italicized font 1111012006 I I Specifications Section 15120 —Valves All valves and PRV's should be rated for pressures of 120 to 135 psig This will be noted in addendum i Plans i Sheet No C2 18 Note 3 j Make change to reflect what the City of Port Angeles uses i We stock the Mid-States Meter Box MSBCF 1324 12 with the D I Lid (Reader Lid) (MSCBC 1324-R) This Mtr Box is applicable for all standard water service installations (1 X 5/8' 1 X 3/4 1 X 1 ) I j i I i i i I i i f I i r i r f James Lierly Fire Dept Comments doc Page 1 E E f Memo I Date October 27 2006 To Jim Mahlum ; From. Ken Dubuc Subject: Gateway Project Review Jim, I have reviewed the submittals for the fire sprinkler and fire alarm systems and I have the following comments j 1 Mechanical resI)onses fr-oin SCS at Ties West Engineers are in blue italicized font. 1111012006 1) Section 15330 Wet Pipe Sprinkler System,Part 1, Section 105 Qualifications of Installer Contractor performing the underground portion of the sprinkler system must be licensed by the State of Washington to perform underground sprinkler work(Level `U' or equivalent) This will be added in addendum 2) Section 15330 Wet Pipe Sprinkler System,Part 1 Section 106 Submittals,A. 7 It is not necessary to require that drawings have a stamp of approval from the Local Fire Department. Fire Marshal approval stamp will meet this requirement. This will be added in addendum 3) Section 15330 Wet Pipe Sprinkler System,Part 2, Section 2.04 Sprinklers,D 6 The plan calls for Viking Model `N' stainless steel or equivalent sprinklers for use in Corrosive Environments. Due to the proximity of this project to the waterfront, and based upon past experience with existing systems in this area, it will be required that all sprinklers that are not contained within an enclosed structure(for example all sprinklers within the open parking garage)meet this requirement. This will be clarified in addendum 4) Section 16720 Fire Alarm System, Part 1 Section 1 10 Fire Alarm Monitoring. It is NOT required that the system be tied to PENCOM. 5) Section 16720 Fire Alarm System,Part 2, Section 2.09 Sprinkler Fire alarm supervision must include Post Indicating Valve(PN) Some general comments 1)A KNOX locking keybox will be required for the structure. The Fire Department must be contacted for a KNOX order form. The Fire Department must also be contacted for suggested James Lierly doc Page 2 mounting location. 2) Spare keys must be provided for KNOX box (including any keys for fire alarm or fire sprinkler systems) II 3)The door opening into the room containing the sprinkler riser must be labeled on the exterior— `Sprinkler Riser Similarly,the door leading into the room containing the Fire Alarm Control Panel must be labeled on the exterior— 'FACP 4)Per PANIC,in a fully sprinklered building, smoke detection may be eliminated from all areas except over the FACP and in egress pathways. !James Lierly im e.6i2 Return-path: <scruse@parametrix.com> Received:from olypen2.olypen.com ([208.200.248.249]) by mail.cityofpa.us with SMTP- Mon,20 Nov 2006 09.45:28-0800 Received:from chip2mx138.postini.com ([64 18 13.218] helo=psmtp.com) by olypen2.olypen.com with smtp(Exim 4 43) id 1 GmDCw-00031 v-RA, Mon, 20 Nov 2006 0945:29-0800 Received:from source([209 168.113.30])by chip2mx1 38.postini.com ([64 18.5.10])with SMTP- Mon,20 Nov 2006 12:45:09 EST X-ASG-Debug-ID- 1164044693-25958-47-0 X-Barracuda-URL. hftp://l72.24.20 10:8000/cgi-bin/mark.cgi X-ASG-Whitelist: Client Received:from CORPS U M N-2.parametrix.com (unknown [172.17 10 12]) by scan.parametrix.com (Spam Firewall)with ESMTP id 2806F49661 Mon,20 Nov 2006 0944:53-0800(PST) Received:from Parametrix-MTA by CORPSUMN-2.parametrix.com with Novell GroupWise; Mon 20 Nov 2006 0944:51 -0800 Message-Id: <s5617913.037@CORPSUMN-2.parametrix.com> X-Mailer- Novell GroupWise Internet Agent 6.5.3 Date: Mon,20 Nov 2006 0944:24-0800 From 'Stan Cruse <scruse@parametrix.com> To <Jlierly@cityofpa.us><Jmahlum@cityofpa.us> Cc:<gkenworthy@cityofpa.us> X-ASG-Orig.-Subj:Various City Review Comments From TresWest Engineers Subject:Various City Review Comments From TresWest Engineers Mime-Version. 1.0 Content-Type. multipart/mixed boundary="=_PartCDE9E468.0 X Virus-Scanned: by Barracuda Spam Firewall at parametrix.com X-Barracuda-Spam-Score:0.00 X-Barracuda-Spam-Status. No SCORE=O 00 using global scores of TAG LEVEL=3.0 QUARANTINE LEVEL=5.5 KILL LEVEL=6.5 X-pstn-levels: (S:99.90000/99.90000 R:95.9108 P-95.9108 M-97 0282 C:98.6951 X-OLYPEN-SPF unknown PartCDE9E468.0—= Co—ntent-Type text/plain,charset=US-ASCII Content-Transfer-Encoding 7bit Content-Disposition inline Attached are resprises to several different City Coments: Building Division Energy Water Division Fire Department The City Spreadsheet comments will be a separate item to come. We will also have Landscape coments to respond to once clarification is received on a couple of issues. Let me know if we are missing anything other than what I have indicated is still coming Krei Architecture A Parametrix Company Stan Cruse,A.I.A. LEED v.2 A.P Corporate Architect James Lierly Mime 822 Page 2 i i scruse@kreiarchitecture.us scruse@parametrix.com I Parametrix Bremerton Office 4660 Kitsap Way Suite A i Bremerton Washington 98312 Phone: 360-850-5313 Direct Fax: 360 479 5961 i I -= PartCDE9E468.0_= Content-Type:_ application/pdf- name="Pages from Bldg Div comments.pdf' Content-Transfer-Encoding base64 Content-Disposition attachment;filename="Pages from Bldg Div comments.pdf' Pages from Bldg Div comments.pdf Content-Type.application/msword; name="Energy Spec Review.doc' Content-Transfer-Encoding: base64 Content-Disposition.attachment;filename="Energy Spec Review.doc' Energy Spec Review.doc j Content-Type application/pdf-name="Trane ARI_List.pdf' Content-Transfer-Encoding: base64 Content-Disposition:attachment;filename="Trane ARI_List.pdf' Trane ARI_List.pdf Content-Type application/pdf•name='Trane ARI.pdf' Content-Transfer-Encoding: base64 Content-Disposition.attachment;filename="Trane ARI.pdf' Trane ARI.pdf Content-Type:application/msword; name="Water Division Comments.doc' j Content-Transfer-Encoding base64 Content-Disposition.attachment;filename="Water Division Comments.doc' Water Division Comments.doc Content-Type:application/msword; name="Fire Dept Comments.doc' I Content-Transfer-Encoding: base64 Content-Disposition:attachment;filename="Fire Dept Comments.doc' Fire Dept Comments.doc j t i i i i 1 ( i i E i A EXISTING 13'-0" 6'-10"FACE OF 18'-8" 14'-0" 4'-8" 47'-10" WALL 2'-0" WIDE 4-8" o 15'-1 8'-10" 4'-11 19'-0' x 18"DEEPI3;g8 EDGE BEAM7 Q I 1-2" 2'-4 PC-1 PC-1 PC-1 C-1 I PC-11 I PC-1 yy2 2.03 I 112" WIDE x I I I I o S A/S2.03 2 GRADEEAM,I' I --- -J EL 16.75 co_w 1 ® 1 I TYPICAL, SEE 1 --- :nr II II I II I1 II II II I III1II II III I II II EYPANSION 1 JOINT 6" SLAB ON 10+ go BETWEEN GROUND, REINF Op BEAM D 19 A FACE OFIII TDP OF SLA EACH WAY ON EXISTING WALL ' _________ -- ------- --------- --�-- ------------------------- ------------ gym -- FT ------ ----- - T------- -r�-C-- ;�ir ---- T, T- T -------- - a °- 0.6" DIA ONST I I I® 18• I I I I Jo1Nr I I _ � N a I I EL 16.50 ap 0 3 1} --1�1 b "�-1 - 6"- 1}" T4 6• 1} 6. 1 -J 3 1 - C1 4 EXPOSED I 1 T2 I r-- T3 O-- T3 T gJ/ FACE OF Bi I B2 I 83 I I I B4 I I B2 I B—5-I / FOR DETAIJELEVATOR EXISTING STAIR AND WALL I III III III m p III III I / 9V�1 SEE 54.01 BELOW IPfD T. 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ROOF DECKING TO BE 2x6 TONGUE AND GROOVE, DOUGLAS FIR _ A 7/16" 8d 0 6 EDGES USE EQUIVALENT SELECT GRADE. LAID PERPENDICULAR TO FRAMING. _ 8d 0 12"FIELD 1 112- LONG FASTENERS B 7/16` 8d 0 4" USE EQUIVALENT 2. ALL DECKING JOINTS TO FALL OVER FRAMING-NO EXPOSED A A B 1 112" LONG FASTENERS JOINTS. B 3/4" 10d 0 6 EDGES SOLID BLOCK IOd 0 12" FIELD 3. FASTEN DECKING TO FRAMING WITH ONE FACE NAIL AND ONE A NOTE. FOR PANELS OVER T&G PLANKING, LAY LONG EDGES NAIL AT TONGUE WITH 16d HOT-DIP GALVANIZED NAILS. PARALLEL r0 PLANKING. CUT PANELS SO THAT JOINTS IN 4. COVER TOP OF DECKING WITH APA RATED PANELS, NAILED ADJACENT PANELS FALL OVER COMMON PLANK FOR SHEAR W17H 1 1/2" MAX LENGTH FASTENERS WITH SHEAR VALUES TO TRANSFER. MEET REQUIREMENTS SHOWN IN DIAPHRAGM PLAN. Pavilion Roof DIAPHRAGM PLAN Framing Plan BS1.02 ROD BRACING SEE 8 < .OS GL5 1/8x12 s 2 1 8X9 c`S GO N N U. IngR GL5 1 8x9 d GL5 1/8x18 GL5 1/8x18 GL5 1/8x33 GL5 1/8x18 mm o p � Nall E9 1 to to to to to s EL 22'-0" PAVILION WEST SECTION scALE: 1/4"=1'-0" BS1 02 ROD BRACING SEE 8 � w Z E GL5 1/842 C P9 RgO ` m CSC _(D Q C Gv,5 tI$�c9 GCS'�Bxg U z C c CO O c N C14 O O O ti X118x9 O p io d IF-- m GL5 1/8x18 GL5 1/8x18 GL5 1/8x18 GL5 1/8x18 GL5 1/8x18 GL5 1/808 to to to tx 0 t0 x o ,aG to to to to to rNAL F` 0 Pmja a 70 3118-001 188118 OW26M RWWM LL o I EL 22'-0" PAVILION EAST ELEVATION % Pavilion Sections SCALE.• 1/4'=}=0' 851 02 B S f 13 BS2.01 6'-0" 6'-0" 8'-0" ` 1 SIMPSON LEG3 TYPE HANGER 01 I OR SADDLE W/SLOPED SEATSIMPI $ 3 8 ION HGAIOKT EA SDE I I = 9 m GL5 1/8x6 CUT BIRDSMOUTH ® BOTTOM OF RAFTER 0 o I I � � GL5 11 8x21 I I I I a I 1 m Dt BOLTED CONN. MIN Jul 1 9 51 2 (2) 3/4' THRU GLB'S V I = 8" CMU 3 SIDES 5 118 PERIMETER JAR 3 3BEAM AR . TYPICAL RAFTER DETAIL EL 22'-0" SCALE. 1'=1'-0' TRUSS T-1 PAVILION SECTION SCALE 1/4"=I'-o" BS1 02 ccc 3 m 6'-0' 6'-0' a'-o" Icc CD 5 !BOLTS RI CGL5 t/8x9 — OGL5 1/8x6 5 1/8 HIP RAFTER COUNTERSINK BOLT HEAD C h& WASHERN43 COMPOUND MIN -2 g(2) 3/4x6 LAO �OR THRU BOL $ GL5 1/8x21 I O v RAFTER AT HIP CONNECTION a m DETAIL /1 SCALE 1"=1'-0'to to — co G h y �ONAI Z = ETPIRES 5-30-07 ftjed No. 7013116-001 Issue 08123m RevW= EL 22'-0" TRUSS T-2 a PAVILION SECTION scALE 1/4-=1'-o" BS1 02 Pavi ion Sections A s BS2.02 r N <�8 END le 3/8' W/(2) 3/4" A325 3 1/2- 1/4' BACKERS EL 38'-0' BAR HSS6x6 W6x15 W6x15 'fi—l� COLUMNS g 38 � � �� . 1 1/2" J I � � W6 BEHIND 2 DRILL FLANGES , Typ 5/8'DIA ® 1/4 2-6 V I W6 BEHIND 12" TYP I W6 BEHIND I �= WI6x26 1 r 1 1/2' W16x26 < 21 WOOD STUD FRAMING ( , �a3n W16 BEHIND �5/8x5 1/2 W16x26 W16x26 W16 END I)'. W16/HSS6x6 b EL 30'-6'_ , , -I- DETAIL DETAIL R 1/2x15 I R 1/2x15 I SCALE. 1"=1'-O" — SCALE 1'=1'-0' lag jig 9 o f o f x I � gg gg g SS6x6BRCSi xi 3 SEEIARCH OLUMNS 3f 3 I WI6 �X1 gr I 274 4(1/4.3-12 g BASE!? 1/2x12x12 gg g BOTTOM OF BASE R I W/(4) 3/4'AB I EL 22-9 1/2" — — — — — — — — — —SOUTH SIDE OF BREEZEWAY 3/8 S77FFENER SECTION STIFFENER F� SCALE 1/2'=1'—D' BS1 02 DETAIL DETAIL SCALE. 1'-I'-0" — SCALE. — a � N td O 1` N ( HSS COLUMNS 'cc ' Ozi— ` EL 38'-0' I I111��� EL 38'-0"- W6x15 C Q Q Wi6x26 W16x26 I° V - I° O O 3/8'KNIFE IE HSS COLUMNS DRILL FLANGES I CONN. THIS I BENT Ie 1/4x6 cCL n 5/8'DIA ® 2/ I SIDE ONLY BRACKET � FOR I 12 (TYP) 20 N W16x26 d m WOOD STUDe \ FRAMING I 3/8" STIFFENERS (TW) `r BRi A '-C WI6x26 d � WI6X26 W16x26 I EL 30'-6' EL 30'-6'- 3 N I R 1/2x15 I R 1/2x15 3/8"KNIFE R R 1/2x15 W16x26 /0Nni I X N ,to CONN. THIS EXPIRES to SIDE ONLY 5-30-07 \ I Pmsu6je 7 3 1 � I I HSS COLUMNS IS09/26N6 Revidaeo. 0 BOTTOM OF BASER I I I EL 25'-1 1/2" _ EL 25'-1 1/2' BASE VOx20 BASEQ 1 2xi2x12 FOR HSS COLS BOTTOM OF BASE !e W/(4) 3 4"AB EL 22-9 1/2' NORTH FACE OF BREEZEWAY EAST FACE OF BREEZEWAY Pavilion Sections s SECTION �B� �— SECTION rC� g SCALE: 1/2'=1'-O' BS1 02 SCALE- 1/2"=1'-0- BS1 02 BS2.O3 14 a ,, , �g BAR 3x316x0-5 1/4 5 1/4" I 1 \ WELD 3 6' R 4• 2" 6" 6" 2" EDGES 1/4 4' 4° 4• 4" 2" P114 EA SIDE �" 7" / r1/4- F114' 'a I 2• 4 co 12 4 rN \ I T IL1/4' �12 11/4x6 EA SIDE $114 vS jig 6.25 I 6, big I / 12 ,/ I \. 825 13i 3 g YSIDE VIEW g �E R 1' 12 1125 TOP CONNECTION AT T-1 TOP CONNECTION AT T-2 c T N � Z 1 C7 E -o R / O v a Q \ / I E \ // 12 � 12 � U 5 -� R7_g• 10.25 5 1/4'// 8.25 I by' 2' 6" 6' 2 Cg Q t� O p 4 / y )E1/4 EA SIDE IP7 f� ~ m 12"R BENT(L'1/4" �2 I I � / 12 12 \ I 1/4 ft X10131111 1"UG 0VAN Raw== 10.25 10.25 )E1/4 I SIDE VIEW CONNECTION AT T-1 AND T-2 CONNECTION AT T-1 AND T-2 g TYPICAL TRUSS CONNECTION DETAILS Truss and $ SCALE 1/1"= V-0' Timber Details i BS3.01 CAP IR WP 12 4 1/2' CAP IP WP 12 4 1/2" 2 iv 3/16' TYP 4 N 3/16' TIP 4�— V EL 44'-0" EL 44-0" / p cs I i I / 12 i toast �i0' 2 3 2 / c S3.05 / OS16s – I CUT SLOT IN END DIAGONAL3 TO PREVENT BOLT FROM c 05 Y 3 e I BEARING LEAVE 1 MIN GAP _ _ I TO T.O. BOTTOM CHORD ^ EL 38'_0" v \ � EL 38'_0" --------- ]IN i 2 2 05 .05 a c N CC Z E cc :3 c c 4 HSS6x6x1/4 4 HSS6x6x1/4 cc E a � c c w W to vi o .9 a� co c Cx- in of J Bq/ E .. c 1 1/2"GROUT 5/8S3.05 5/BS3.05 .0....NAL. TOC EL 25'-0" / \\I TOC EL 25'-0" TOC EL 25_—� TOC EL 25'-0" plq,,WES5-100-0;m1 Issue 09120106 --- -- 5 --- -- 5 .05 Revl*s 05 — LIJ COLUMN C-1 N&S WALL COLUMNS COLUMN C-2 E&W WALL COLUMNS DETAIL 1 DETAIL 2 ALL HOLES 13/16"DIA UNLESS Steel Details SCALE. 3/4"=1'-0" SCALE. 3/4"=1'-0" NOTED FOR 3/4 A307 BOLTS. BS3.O2 Al TOP OF COLUMN 4 1/2" 3§ WP SLOPE BEHIND 3/4" A307 i-+ 0<3 EL 44'-0" _ C/— FTill �� CAP IL114 AND ��Q I I I co„ BENT 11/4x6 I $ / BENT IL3/16x3 3 5!a CAP IP3/16 SLOPE DOWN 4:12 \\ CAP fC3/16 mm / N n HOLES STAGGERED ON 05 / OPP SIDES OF COLUMNS COLUMNS ON OPP SIDES OF HIP RAFTER TO EXTEND UP TO WITHIN Y 1 1/2" OF UIS OF ROOF DECKING \ !CAP 183/16 SLOPE EL 38'-0" C/ x DOWN 4:12 A R SECTION SECTION �� g SCALE. 1 1/2"=1'-0" — SCALE. 1 1/2"=1'—O" — v 3 S 05 � N � Z � E 4 HSS6x6x1/4 C O E ED 4- lr4- co .. I- -I rn C> do a' i3 o F= m 7�rTnm I 1 1/2" GROUT W 4/BS3.05 — IOIJAI TOC EL 25'-0" EXPIRES 5-30-07 2,0 701J116-001 5 1/8' GLULAMS NOTCH TO CROSS ® CORNER Issue WNW SECTION �C� R SCALE. 1 1/2"=1'—O" — — COLUMN C-3 CORNERS = DETAIL 1 SCALE. 314'--I'—C" ALL HOLES 13/16" DIA UNLESS Building Sections NOTED FOR 3/4" A307 BOLTS. BS3.03 I g 4 1/2" 12 WP 4 1/2" WP CAP P 4 y \ �4 \ 3/16" T1P �F EL 44'-0" _ _ _ EL 44-0" _ _ _ EL 44'-0" �N $ I I mo, M co GL 5 1/8x18 \ - - — / GL 5 1/8x18 v m 2m 2 B .0 B F� y 3 BS /• ---- �\ Bi/ - I - to I EL 38'-0" EL 38'-0" 149 RE S3i N I Ia) a - — CONNECTION TO SHEAR o II gig 11 WALL SEE 1/8S3.05 GL 5 1/8x18 I - ------ I I NOTCH END OF 33"BEAM �_ `GL 5 1/8x33 B INVERTED GL 5 1/8x33 2 `* B . C� 3 N COLUMN C-5 OVER PLATFORM z 4 HSS6x6x1/4 DETAIL 2 3 SCALE. 3/4"=1'-O" C c O o cid +� Q E coU c � ao co p� N— a U C od J 1-1/2" GROUT icy 4/BS3.05 TOP OF CONCRETE EL 25 EXPIRES 5-30-07 --- -- 5 PI.I a 70131 1 05 Issue 091206 ReVW= COLUMN C-4 SIDES OF PLATFORM DETAIL 1 SCALE. 3/4"=1'-0' ALL HOLES 13/16" DIA UNLESS Steel Details NOTED FOR 3/4" A307 BOLTS. 14 BS3.04 114 GLB-PROVIDE TREATED GLB-PROVIDE TREATED 3/8 0O 0 3/8" PLYWOOD FILLERS 3/8" PLYWOOD FILLERS 3 g LAP W/T.O.W. BOND ON EACH SIDE 5 1/4" I I \ p p BEAM REINFORCING ON EACH SIDE 2 _ N & GROUT SOLID 13/16"DIA FOR I I M 3/4 A307 5 1/4" 2^ v NOTE. SPACE BETWEEN HSS6x6 I _ _ EL 38'-0" 2 1-0" 2" LEFT OPEN FOR INSTALLATION PT, _ I gg o I I i1/4 OF GLU-LAM BELOW48 - \ N j j - - _- BENT 83/8 BENT 13/8 �1-0" � I I 4 1/2" _IA x48" 4 1/2I EBARS0. old , , 13/16" DIA FORLTS 0 COL 3/4" A307AONNECTION ggif.3/16 3/16 y3 0 4 16" 12 TOTAL4� HSS6x6HSS6x6 EA LOCA77ON HSS6x6 W jig 9 PLAN SECTION A FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW PLATFORM CORNER BEAM SEAT BEAM SEAT DETAIL DETAIL (� DETAIL 13S1 02 1"=1'-0" BS3.02 1^=1•-o" BS3.02 : s" 12'-0" 3" DIA GROUT 1-0" i Ig VENT HOLE 6^ 6- BASE 83/4x20"x2O" I '! O 1/4"DIA DRAIN HOLES 5 1/8x12 GLB ip 0 COLUMN BOTTOMS RIDGE BEAM o O BOLT BRACE TO LOWER BOLT ON TOP CHORD BRACKET 1 1/2"DIA HOLES I 3 � FOR ANCHOR BOLTS 1/4 N N cCD o Z BOLT BRACE TO E BRACKET AT LOWER I C q CHORD p m BASE PLATE E RB 4- BOLT AT DETAIL ACKETS TYP I C C �4� 5 , 8x9 GLB a BS3.02 c CD CD o I y U C � � m 1 DIA A36 TWO ROD — TACK 8'-0" gR� WELD TO INSERT FOR COLUMN INSTALL'N. ° SECTION LOOKING NORTH SECTION LOOKING WEST SCALE. 1/2" = 1'-0" SCALE. 1/2" = 1'-0" IDNAL�G 17'-8" CALCULATED LENGTH (FIELD VERIFY) P*-ExPIRES 5-701 0;&W1 Issue 09126106 TOPPING SLAB 1'-0" CUT TO FIT RevWmm PT SLAB 1 1/2" 1 1/ EL 21-7' — 13/16" DIA BAR 2 1/2x1/4x12" 7 13/16"DIA BEND APROX 30 DEG TO FIT TURNBUCKLE 5/8" DIA THREADED ROD DETAIL DETAIL LOCKING NUT Steel Details �� �� BS3.02 3"=1'-o" — BS3.05 NOTE: BRACES NOT SHOWN FOR CLARITY I W6 STUB WT3 /1\ 2'-0" 3 WT3x7.5 EA SIDE W6x15 STUB EA COLUMN 1 4 TYP (/ 1 4 TYP W6 I I W6 \ \ / i q Sk 2-3/4 DIA HS 1 4 TYP L< 1r I I �r 1co 4 T1P /\ BOLTS TYP + + + + rJ I I I I i 4 ? 13/8 GUSSET i° §151 -- -------L-----___ -r 3 I / \ TYP c o CONCRETE PEDESTAL ------------- ---n-- ,.- r---- II C' (8) 7/8"DIA ASTM Y A307 BOLTS 4-3/4"DIA / \\ // BASE IZI 3/8'x20xi-8- HS BOLTS / \ TYP i0 In 111 fig 6' MAX X—BRACES TOP VIEW SIDE VIEW DETAIL DETAIL TYP A R IE3/8x19x1-7" m CAP PLATE I I I I I I I I 1 4 TYP I I p1 II \ 3" I I cq II I \ I c II � 3/8 /�3/8 GUSSET �14 . � �( Icc �L� 1 1/2" \ + \ Cd C / / +/ T/ 1/2" W6 \\ \ \\ CD W6 STUB W6 L I I c Ucl co aE + II1 1 I 4- 1 + II -�- I _ + 1 _ i -r II I II -}-- + II + I + II + + I C N W6 I I \ a m I I H \ \ /p3/8 �/ � 4/_ W6 \\\\` �+\\\ 13/8x4 1/2x0'-6 1/2" % +/ +// I I 1 1 2" GROUT E BR/c I THREADED 1 I / J COUPLER I 11 3 SIDES W6 STUB NAL' III \ II I / I EXPIRES�5-30-07 I I / ProJed No. 7013116001 li \ Issue 09128108 h III I I I M RBVlebfq 01 II 3 I� \ TOPPING SLAB I I I TOP OF PT SLAB — EL 21-7* ELEVA TION BRACE CONNECTION TO WEB BRACE CONNECTION TO FLANGE Sections and Details DETAIL DETAIL r1 DETAIL r5� TYP 3"=1'— TYP 1"=1'-0" TYP CS2.01 ?y;��J FOR OFFICIAL USE ONLY BUILDING PERMIT - APPLICATION DateRe�c. Permit 13 ell 5—WF/ Fy out COMPLETELY and in INK.N our application and site plan MUST BE Date,1pproved: COMPLETE to be accepted for review If von have any questions,call PERMITS (360)417-481 FAX(360)417-4711 Late Issued: Applicant or kvent. Q."A 4 A►i- Phone f Owner Cttx tk a w'N 7ir a A s d `JtiiS"�-Qlly� Phone , (00 Address.830 W �.Cil•�t-v�S4'.+1 B ' city,-N � �1tie4�Lt�5 Zip $363 Architect/Engineer K r e+ Air c V%i -C-+ 1 r e_ Phone: 2-53 983' G O® Contractor TBD -84 +e 'Si ch State License# Exp Phone- Address: City. Zip PROJECT ADDRESS ;-2� CL I'r�ice'\ ��-'�' ZONING C a 1 LEGAL DESCRIPTION Lot: I — 7 Block. Subdivision. CLALL_AM COUNTY PARCEL NUMBER. M tX WV r-% 'e. T iTE OF WORK. SIZE/VALUATION ❑ Residential )iD Nev,,Constr ❑ Re-roof ❑ Stove SF @S /SF =$ ❑ Multi-family ❑ Addition ❑ Move❑ Garage SF @ S /SF =S )L Commercial ❑ Remodel. ❑ Demolition ❑ Deck SF @ S /SF =S Q ❑ Repair E) Sip ❑ Other TOTAL VALUATION 7 BRIEF DESCRIPTION OF THE PROJECT C.L k'j a v— : CanJLf eu.> Cie O � ej, neuj re. b 0—+X'64' GOO 'awl o3 ^ 4 b t on w oWe4" QY rSc CA p� f k11z COMMERC /RESIDENTIAL. Occupancy Group Occupant Load. Construction Type: No.of Stones :2 Lot Size: 7q-116' Existing Sq.Ft. _&Proposed Sq Ft. A2;-MII =TOTAL Sq Ft.;Qj7'j Total lot coverage Xa,S % PLANNING USE ONLY APPROVALS PLAN BLDG DPWU ESA/Wetland(s) ❑Yes ❑No SEPA Checklist required? ❑ Yes ❑ No Other- FIRE. OTHER. VALUATION OF CONSTRUCTION In all cases,a valuation amount must be entered by the applicant. This fibre will be reviewed and may be revised by the Building Division to comply with current fee schedules. Contact the Permit Coordinator at 417-4815 for assistance. PLAN CHECK FEE.IF a plan check fee is due it must be submitted at the time the building permit application and construction plans are submitted. All other permit fees are due at the time of permit issuance. EVIRATION OF PLAN REVIEW If no permit is issued within 180 days of the date of application,the application will expire. The Building Official can extend the time for action by the applicant up to 180 days upon written request by the applicant(see Section RI 05.3.2 of the International Building/Residential Code,2003). No application can be extended more than once. 1 hereby certify that 1 have read and examined this application and know the same to be true and correct. I am authorized to apply for this permit and understand that it my responsibility to determine what permits are required not the City's, and that I must obtain such permits prior to work. 1 T-T0RMS\B1dkPermitform.wpd Applicant: Date: av (U � �T-s FOR OFF]C, 'US ONn BUILDING PERMIT - APPLICATION Datelcec. y� G 12, Permit W. `--� nu out COMPLETELY and in INTK.I our application and site plan MUST BE Dat.-Approved: COMPLETE to be accepted for review If you have anyquestions,call Date issued: PERMITS (360)417-481 FAX(360)417-4711 Applicant or Agent: Lti y �� �d r� ►�-��,2 C Phone. Ou�ner'��a���a►h'� �iwGlln S r"� i Phone. 3603 4-52-' I Z1(S Address:Sia� �.pu r%�S�•�1 L.��s City b5d A wq, I e s Zip 98,363 Architect/En-Orinee �`e+ r C C' �l w e- Phone: Contractor 04 ♦e i State License#- Exp Phone: Address- City. Zip PROJECT ADDRESS 123 L� si-re- ' 9ZONIlVG C I� LEGAL DESCRIPTION Lot: I 7 Block. Subdivision. M d e.1 a►hA 5 CLALLAM COUNTY PARCEL NUMBER. Lk TI'PE OF WORK. SIZE/VALUATION ❑ Residential p New Constr ❑ Re-roof ❑ Stove SF @$ /SF =S ❑ Multi-family ❑ Addition ❑ Move❑ Garage SF @$ /SF =$ X.Commercial ❑ Remodel ❑ Demolition ❑ Deck SF C$ /SF =$ ❑ Repair ❑ 'Sign ❑ Other TOTAL VALUATION $ 2-717,67-2 BRIEF DESCRIPTION OF THE PROJECT ale OP►' r' +a►. Ce —4e, : Can �� Qa ji Y• ji ra, I- PkC6 6 A51 a n o►b 1" p i 40f1 U N cs a r' Q X r5 b a•� o� �k 1�n COMMERC /RESIDENTIAL. Occupancy Group Occupant Load. Construction Type: No.of Stones 2 Lot Size: 79'1 I S Existmg Sq.Ft.__gj_&Proposed Sq Ft. !Z2, i =TOTAL Sq Ft. Total lot coverage__. 'a�S % PLANNING USE ONLY APPROVALS PLAN BLDG DPWU- ESA/Wetland(s) ❑Yes ❑No SEPA Checklist required? 13Yes 11 No No Other- OTHER. VALUATION OF CONSTRUCTION In all cases,a valuation amount must be entered by the applicant. This figure will be reviewed and may be revised by the Building Division to comply with current fee schedules. Contact the Permit Coordinator at 417-4815 for assistance. PLAN CHECK FEE.IF a plan check fee is due it must be submitted at the time the building permit application and construction plans are submitted. All other permit fees are due at the time of permit issuance. EVIRATION OF PLAN REVIEW If no permit is issued within 180 days of the date of application,the application will expire. The Building Official can extend the time for action by the applicant up to 180 days upon written request by the applicant(see Section R105.3.2 of the International Building/Residential Code,2003). No application can be extended more than once. 1 hereby certify that I have read and examined this application and know the same to be true and correct. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required,not the City's, and that I must obtain such permits prior to work. T-T0RMS1B1dgPerrnitfotm.wpd Applicant: Date: i /I CLALLAM TRANSIT SYSTEM NOTICE TO PLANHOLDERS ADDENDUM NO ONE (1) SEPTEMBER 19, 2006 PORT ANGELES INTERNATIONAL GATEWAY TkANSPORTATION CENTER The Bidder hereby acknowledges receipt of Addendum Number One (1) for-Port Angeles International Gateway Transportation Center and this addendum hereby becomes a part of the specifications All bidders must submit a signed copy of this Addendum signature.-page when submitting their `Bid Proposal' to acknowledge receipt of and compliance to"the clarifications within this Addendum Failure to submit a signed copy of this Addendum, with the Bid Proposal will render the bid `Non-Responsive by definition and the bid will be reiected in its entirety ACKNOWLEDGED Bidder's Signature Firm Name _ Date '4 �.<_sr• Port Angeles International,Gateway Addendum One (1)—Page 1 of 4 Transportation Center' i v Responses to Questions received as of September 18, 2006 1 1 Q The building elevations sheet A2 01 have what appears.to be Portland Cement Plaster at the base below the brick, is this correct? A. No it is sandblasted concrete typical as indicated on elevation 4 The walls at the entrance to the restrooms shown on elevation 3 are Portland Cement Plaster as indicated 1 2 Q Is the Portland Cement Plaster a system? A. Yes refer to Specification Section 09220 Portland Cement Plaster 1 3 Q Is the Additive B Pavilion an open air' structure? A. Yes 1 4 Q Specification Section 08630 Metal - Framed Skylights references Section 08800 Glass and Glazing, but does not indicate what type of glazing, correct? A. No Section 08630 2 3 Glazing Materials indicates insulating glazing Section 08800 1 06, D defines Insulated Glass Units 1 5 Q What is the estimated cost of the project? A. Base Bid is approximately $4 5 million Additive A approximately $2 million Additive B approximately $450,000 and Additive C approximately $130000 Changes to Procurement Requirements 1 6 A mandatory pre-bid conference and site visit will be held at the offices of Clallam Transit System 830 W Lauridsen Blvd Port Angeles WA, starting at 10 AM and ending with site visit at approximately 1 PM on October 17 2006 All General Contractors bidding the project must sign in for both the pre-bid conference and site visit. Changes to Specifications 1 7 Entire Specification as Listed in SECTION 00010 TABLE OF CONTENTS - Change all references to ARCHITECT' to 'OWNER' —The term Owner' means the 'Owner" or Owner's representative The City of Port Angeles or their authorized representative will manage the construction administration process for THE WORK and THE PROJECT as required and performed under the Contract Documents. The ARCHITECT and their subconsultants will be 'On-Call' to the Owner for the length of the Contract. Port Angeles International Gateway Addendum One(1)—Page 2 of 4 Transportation Center Changes to Drawings 1 8 Sheet BA1 02 Roof Plans Detail 1 Skylight Plan, change detail references at ridge and curb to reflect detail 2 at curb and detail 3 at ridge Revised drawing will not be provided in addendum 1 9 Sheet Al 04 Finish Plan — Ceilings in Fire Riser Room 22 and Mechanical/Electrical Room 16 are open to structure per Sheet A7 01 Reflected Ceiling Plan Delete C2 from the legend for each of those rooms Revised drawing will not be provided in addendum 1 10 Sheet A8 03 Elevations 1 Women's Restroom — Room 14 wall 1 and 2 Men's Restroom — Room 15 wall 3, delete reference to FRP Walls are Portland Cement Plaster as indicated on sheet Al 04 Finish Plan Revised drawing will not be provided in addendum 1 11 Sheet A3 06 Enlarged Masonry Plans, Sections & Elevation, Section 2 Wall Section @ Masonry, detail references B2/A4 03 & C3/A4 03 should be referenced to sheet A6 03 Revised drawing will not be provided in addendum 1 12 Sheet A3 06 Enlarged Masonry Plans, Sections & Elevation, Section 3 Wall Section @ Masonry, Reference to "Metal Panels" should be changed to "Portland Cement Plaster" Revised drawing will not be provided in addendum 1 13 Sheet MO 01 Schedules & Legend Mechanical — In AIR HANDLING UNIT SCHEDULE at "FILTERS" revise note 4 to be note 3 Revised drawing will not be provided in addendum 1 14 Sheet.M1 01 Site Plan Mechanical — Plan Notes delete text of note 13 and add note "See Architectural site plan for extents of paving and planters" Revised drawing will not be provided in addendum 1 15 Sheet M1 01 Site Plan Mechanical — Plan Notes add to note 2, "Connect to 6" fire line shown on C2 08 Provide thrust blocks at changes in direction The final connection is to be made by Mechanical Contractor " Revised drawing will not be provided in addendum 1 16 Sheet AM1 01 Additive A Parking Garage — Mech — Add the following to fire riser note "Connect to 6" fire line shown on C2 08 Port Angeles International Gateway Addendum One (1)—Page 3 of 4 Transportation Center A Provide thrust blocks at changes in direction The final connection is to be made by Mechanical Contractor " Revised drawing will not be provided in addendum 1 17 Sheet EO 01 Legend/Schedules Abbreviations — FIXTURE SCHEDULE — Change 1 Light fixture catalog number for S1 to FP 166 R INV 70S 120 2 Light fixture catalog number for S3 to NT 500 H70 120 3 Light fixture catalog number for T to PM24cb 250 AL Revised drawing will not be provided in addendum 1 18 Sheet E1 01 Site Plan Electrical — Plan Notes add note "See Architectural site plan for extent of paving and planters " Revised drawing did not add this note in addendum 1 19 Sheet E1 01 Site Plan Electrical — On the Overall Site Plan add GFCI weatherproof receptacles to all S1 light fixture poles, mount receptacles 10'-0" above plaza elevation 22'-0" per Port Angeles standards See Drawings E1 01 and E4 01 provided in this addendum for circuits 1 20 Sheet E2 01 Transit Building Power Plan — 1 Add circuit 36 to callout for WH-1 located in Janitor Room 19 2 Change platform/stage receptacles and homerun callout from S/33 to S32 3 Delete heat trace junction box/conduit for circuit B/43 in Mechanical/Electrical Room 16 Revised drawing will not be provided in addendum 1 21 Sheet E3 01 — Transit Building Lighting Plan — Change interior lights homerun to just B/1 , eliminating circuit 3, therefore revising those fixtures indicated on circuit 3 to change to circuit 1 Revised drawing will not be provided in addendum 1 ,22 Sheet E4 01 — Panel Schedules Single Line Diagram — See drawing provided in this addendum, includes Panels and Load Calculation revisions 1 23 Sheet BE1 01 — Additive B Pavilion — Change "T" fixtures from circuit 49a to 29a END OF ADDENDUM NO ONE (1) Port Angeles International Gateway Addendum One (1)—Page 4 of 4 Transportation Center (1)2•C,O.�FOR FIBER TERMINATE AT UTILITY POIE ! Q +10'-0 / � PLAN NOTES FIELD FY EXACT LOCATE Oj EXISTING TELEPHONE AND CABLE TV PEDESTALS RELOCATED BY UTILITY. i 4 11 8 / I .I EXISTING 150KVA.208/120V TRANSFORMER RELOCATED BY ELECTRIC ;3 --- I UTILITY. m $ I I• 1 I O FUTURE.SECURITY CAMERA I.C.O.FROM TRANSIT BUILDING ^�a J I I I POLICE OFFICE(RM 13)TO POLE BASEMINI i INSTALL NEW FIXTURE/POLE EXTEND AND RECONNECT T EXISTING DED. LIGHTING CIRCUIT. EXTEND CONDUIT/CONDUCTORS AS NEEDED. ,g 1 O X39 H j i Q r 1 I I I O$ LIGHTING AND POWER TO BE DESIGN/BUILD BY CONTRACTOR L a / < 4 i .� FIXTURE/POLE TO BE DELETED/NOT INSTALLED IF ADDITIVE B- 2 PS$ PAVILLION IS INCORPORATED INTO PROJECT. 1 09 1"1 g EXIST! O 521 •—J� I -I BUILD G I I I BUILDING BU a" - Oil - � 4 I / gQ2)?"C.O. @� 1n I 1 Ll 1 El Eli m C.0 TO I I I 4 13 ECH C RN 1 10'-0• X10 I1 9 I0 1 1 1 ! 8 0 I / pua j 3 St A _0 I CC 2 --- }-- — -- - _ C13 p I I I 1 D i v — -• NUED TINUED ON E E1.1 ET.10 Q 6 r- i" (D (-.-) 15 -- -i -- - ---I E G C c S) 39 1 I co .� O 0• CD.2 Q�o�ID`O k�r c z 6 O +10' LLI U 0- _PAVILI 39 3 co TRAJT n z S1 1 o - � ---- - Z 6- .0 U _ S/67. /20m06 39 10 3z (2) #6 ' Si +10-0 _I IXPRES:'7 Project Na 7013116401 THR LIGHTNG PLAZA 6 ' "II Issue 09119/06 I. \ CON ACTOR MECL 9.06 AddenAnn No.t �6 ry 6 Lo) 6 — +0'_0• AFF- - A IF - _ AFF FF q ._ q i FRONT STREET j OVERALLSITE PLAN ELECTRICAL Site Plan Electrical E1.01 t E S 3 H s — s sus ss ss ss —ss s ss ss 2+06ss Sg3$ 8 i �2 2+r 0� - ��_ - R 3+00 1- - R 4+00 ss- R 5+00 - --------�—- i1JIN i RAILROAD AV \ o--,—, P P - P P P P Q W G WATERLINE W_ W W W W W ly 4g3 W --T T T T T T T < y W W W W W _ — W W W " W W r 2 g ❑ � 3rE 5� fl �p g C 8{ ��9 N a 13 Sid as op Il N o 5 1 SD 7 6 # E " PARKING GARAGE (ADDITIVE BID A) S A R Ila 3 o 3 8 8 Q SEE�SHEET 08 FOR D UTILITY CONT NUATION O a I A 2 3 o I 152 LF 6" o ~ N?I PERF PVC 3 +tI CB JLL019.1 N RIM 10.5 Zi 124 LF 2" 6 DISCHARGE SD1 j I t '- 26 LF LLI11 cc ° 6"PERF' 3 N / PVC O CQ o Z 1 23 LF 6" ' Ld I IE 8.30 PERF PVC a J I � O Z " ca _-_ U c �T �'� O I I Z_ I 'SO O i v J T 72 LF C Q PE FP ? E FOOTING DRAIN, \ 64 LF { (DU T SEE DETAIL 4 —— — -8"PVC- — — — — " 10 N 1 I I IE 6.30 GATEWAY -DOTING DRAIN N v 5 EE DETAIL 4 PLAZA OUTLINEcm 4 I (ABOVE) 13a 5 CONSTRUCTION NOTES -4c N 0o I I IE 6.52 I + 4 (D CAP EXIST SANITARY SEWER LINE =Q v CL T ITRANSIT Ice #14 IE 6.90 CB.415 I(1 H m = 1 I BUILDING TRIM 8.60 IE 6.62 RIM 8.60 I I O2 INSTALL 8" CLEAN OUT II li 3 3 REMOVE EXISTING CATCH BASIN, DELIVER E bac I I 3 GRATE AND FRAME TO CITY INSTALL CONNECTD TOI- 35 LF 56 LF I D TYPE 2 CATCH BASIN WITH FRAME AND c� FOOTING IN 1 6"PVC 8"PVC 32 LF SOLID COVER AND STORM WATER PUMP 1 L— S=0.5% 6"PVC I " PER DETAIL 4 63 LF 6" ERF 1 4 7 1 PVC ---- -1 CONNECT SD T'), F0077NG DRAIN 63 LF 6" O PLAZA DRAIN CONNECTION AT PLAZA LF a gPE PV I G 4AIH SD Eo. SD PVC STREET TO RETAINING WALL.FROMEL 20.OTO SWEEPER EL 7.00, CONNECT TO 6"FOOTING DRAIN ISOIU9 No. 7013116001 _ ENCLOSURE ISsuB 09N9196 OREMOVE EXIST 8"SEWER LINE _ 1�„ , s D 1 o P° 4 O STORMWATER OVERFLOW. _ AddendumNo.1 WCONNECT SEE DETAIL Ot T 8' SS. _ 9 7 0 E FRONT STREET I O END 6"PVC SD AND TEMPORARY CAP F 6+OF 7+00 F—LINE8+003 O TRANSFORMER. SEE ELECTRICAL SHEETS 0 0 - - - F PLAN O DRILL 2"DIA HOLES IN EXISTING WALL, SCALE. 1"=20' 6"ABOVE FINISHED FLOOR ELEVATION, ss AT 5' ON CENTER SD D -W 10 PLAZA AND TRENCH DRAIN CONNECTION Lower Level ss— 55 d' S5 8 ss ss ss- ¢ ss ss St SD °O 1X AT PLAZA LEVEL.4"DI VERTICAL DRAIN On-Site Utility Plan ss 5s —� ATTACHED TO RETAINING WALL. FROM W W W W r W T—W�WW EL 120.0 TO EL 7.00, CONNECT TO I r r r r i 7 r 7 17 r r . i r i i r i i i I- �^� , ,-, 6'FOOTING DRAIN C2, 09 raoec eq 1S,a100-aasAn aww.�aeoeo;ewtsss I i Q t"S.A:Z11Vd=1uvsajejo5aej!�Jao� L m� � bJExE 1rst!INUt:?G 'ufie pp�mpVlu��uj�� ym� IG113In or 1n M In 6 8 A In� � � w V Neo ��C � C C C C S r S S SAOOr� C rs P1 D N uNIII c �„P �2a23»1tFSfSfS "d 92i t5 gt f5 t '89112i23> ps 8t m > m> > .s n n see n n n n m n n n n 8 8 � � o 2i 2i2Z8d^d2S2dB2Z2S9B2 S� 081 8a8dBdddd23add Paz r I= P� P'r P r P P P P r r•r•P P P r EE 1-a C O O ~ C H-1 O O C C A A A>H-1.A A 11 00 $0 1 � EiRf$ w >QpQ ppQQp vgP'. ao � �41M 4i �y'y y'oo`y y yy w A � EI I Y' So. SQ y� 4I CI X8'.6 Q as S2 ash S cls � (2ri�� �,l't. g cls z m I � U IRS �� RR3�o`!e`trr:.o&'$kN8'f6Ff,X'Y�'$'�$,1'+� Nfaf6ib'kk+£S�mrf30'mo.kNomo.aN� 00 n: ;uA-Vuw�� Ny 52 Vj 9 11 7 S 66a O N ++ p C 00 C p AAA r A r ddd r Vl '8NE faHz 250 tnHHHi3SP S075 a 6 M r > > > > > > m m m m m m m np 19 � rLL� I= �� C) 110 r CCCAAA.SAAA AAAOCrrrr 0 gig NM Z' N teAi�ia'>'>'s'si>' $ coca a®Ll Lit' il is i Structure]Erg Tres est owner krei architecture Port Angeles International Gateway BroM Enpneerbp Tree West Enpineere Clry of PoA Arpelee O CD $ Q C 2058253771 2534723300 3804174803 Base Bk BAddRveA s Transportation Center my m CNA Ekhtcel oweer Corporate Address: Project Oft A&MM 0 i1 '� G u r$ Pwenw85r Tree Weal Enowns Odw Tranell System 5814 Graham Avenue,Supe 200 Paremei bt s0C 360 377 0014 253 4723300 3604521315 P.O.Baa 480 4880 K bap Way Sub A c �I M �?A Sumne Washki 98390 Bremerlan,Wa iglon 98312 C� u+ 4fR Landscape Bona Engineer ArcNbct Adds.BBC 2538835128 tebphow 3603770014 telephone 3 Parei Landau Associates Uri a Brift 2538&17398 favi 360 476 5981 fars5n5e Bid&Construction Set Addendum No.1 4254588200 2539252493 3804525118 www.kndarchitectureua wwwyeremeh6uom i r 5814 Graham Avenue,Suite 200 Sumner Washington 98390 telephone 360 377 0014 facsimile 360 479 5961 krel architecture Transmittal To City of Port Angeles Attn Mr Gary Kenworthy, Project Manager 321 East Fifth Street P O Box 1150 Port Angeles,WA 98362-0217 From Stan Cruse, AIA, LEED v.2 AP Date August 29, 2006 Project Port Angeles International Gateway Transportation Center Project No 701 3116-001 cc File This is For Your Use Sent via Express Overnight Copies Dated Description 1 25 August 2006. Washington State Energy Code Compliance Forms 1 25 August 2006 Structural Calculations Comments These documents are to be used in the permit submittal Please call if you have any questions www.kreiarchitecture.us Washington State Energy Code Compliance Port Angeles International Gateway Transportation Center August 25, 2006 G Y 3130 IST SSIONAL �G EXPIRES 516,1-2,o0-? PREPARED BY KREI ARCHITECTURE TRES WEST ENGINEERS,INC. 2702S42 NO STREET SUITE 301 TACOMA,WA 98409 253-472 3300 253-472 3463 2004 Washin ton State Nonresidential Ener Code Com fiance Form ' Envelope �qj • 2004 Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 Project Info Project Address PA international Gateway Transportation Center Date 8/21/2006 123 East Front Street For Building Department Use Port Angeles Washington 96362 Applicant Name: Tres West Engineers Inc Applicant Address: 2702 S 42nd Street Suite 301 Tacoma, WA 96409 Applicant Phone 253-472-3300 Project Description ®New Building [3Addition 0 Alteration Q Change of Use Compliance Option Q Prescriptive ®Component Performance Q Systems Analysis (See Decision Flowchart(over)for qualifications) Space Heat Type 0 Electric resistance 19 All other (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-1 Glazing Area Calculation (rough opening) Gross Exterior Note.Below grade walls may be included in (vertical&overhd) divided by Wall Area times 100 equals %Glazing the Gross Exterior Wall Area if they are insulated to the level required for opaque 308 0 — 2498 0 X 100 = 12 3% 0 yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Concrete/Masonry Option Option. See Decision Flowchart(over)for qualifications. Enter requirements for each 111111 no qualifying assembly below Envelope Requirements(enter values as applicable) Opaque Concrete/Masonry Wall Requirements Fully heated/cooled space Wall Maximum U-factor is 0.15(R5 7 continuous ins) Minimum Insulation R-values CMU block walls with insulated cores comply Roofs Over Attic If project qualifies for Concrete/Masonry Option, list walls All Other Roofs R-30 with HC>_9.0 Btu/ft2•°F below(other walls must meet Opaque Wall requirements) Use descriptions and values Opaque Walls R-19 from Table 10-9 in the Code. Below Grade Walls Wall Description U-factor Floors Over Unconditioned Space R-38 (including insulation R-value&position Slabs-on-Grade R-10 Radiant Floors Maximum U-factors Opaque Doors U-0 6 Vertical Glazing U-0 55 Overhead Glazing Maximum SHGC(or SC) Vertical/Overhead Glazing Semi-heated space Minimum Insulation R-values Roofs Over Semi-Heated Spaces2 1 Assemblies with metal framing must comply with overall U-factors 2. Refer to Section 1310 for qualifications and requirements Notes 2004 Washington State Nonresidential Eneray Code Com fiance Form Envelope UACalculations Climate Zonel ' 2004 Washington State Nonresidential Energy Code Compliance Forms _ Revised May 2005 Project Address PA International Gateway Transportation Center Date 8/21/2006 Space Heat Type 0 Electric resistance All other For Building Department Use Glazing Area as%gross exterior wall area 12 3% Prop 45 0% Max.Target Concrete/Masonry Option O Yes • No Notes. If glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(over). Building Component Proposed UA Target UA List components by assembly fD&page# U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) U=0 560 Plan ID- 0 560 308 0 172 5 0 550 308 0 169 4 U= Plan ID, Glazing% Electric Resist. Other Heating. rn U= Plan ID- 0-30% 0.40 0.55 .E N U= Plan ID- >30-45% see note above 045 > U= Plan ID- U= Plan ID- I U= Plan ID- U= Plan ID- 0 700 U= Plan ID- Glazing% Electric Resist. Other Heating M > U= Plan ID- 0-30% 0.6 0.7 v O U= Plan ID- >30-45% see note above 0.6 r ,Wn U= Plan ID: 0 I0 U= Plan ID- 0 = U= Plan ID- U= Plan ID- 0 700 U=0 600 Plan ID, 0 600 105 0 63 0 0 600 105 0 63 0 CX $ U= Plan ID- Electric Resist. Other Heating 0 U= Plan ID- 0.60 0.60 o 6 R= Plan ID- 0 036 jX O R= Plan ID- Electric Resist. Other Heating R= Plan ID- 0.031 0.036 R=38 0 Plan 1D- 0 036 1677 0 60 4 0 046 1677 0 77 1 L $ R= Plan ID- Electric Resist. Other Heating 0: R= Plan ID- 0.034 •0:046 R=21 0 Plan ID- 0 047 2085 0 98 0 0 062 2085 0 129 3 R= Plan ID- ** R= Plan ID- ** m m R= Plan ID- Electric Resist. Other Heating Q R= Plan ID- Frame-Wd 0.062 0.062 o R= Plan ID- Frame-Mtl 0.062 0.109 R= Plan ID- Mass Wall++ 0.15 0.15 *Note sum of Target Areas here should equal Target Opaque Wall Area(see back) ++see mass wall Criteria R= Plan ID- 0 R= Plan ID- Electric Resist. Other Heating m m R= Plan ID- Int Ins. 0.062 0.062 0 Note:if insulated to levels required for opaque walls,list above with opaque walls Ext Ins 0.07 0.07 L R=38 0 Plan ID- 0 059 476 0 28 1 0 056 476 0 26 7 0 R= Plan ID, Electric Resist: Other Heating o c R = Plan ID- 0.029 0.056 LL =) JR= Plan ID- Dv R=10 0 Plan ID- 0 540 190 0 102 6 0 540 190 0 102 6 4 - m R= Plan ID- Electric Resist. Other Heating R= Plan ID- 'F=0.54 F=0:54 R= Plan ID- (see Table 1'3-1 for radiant floor values). *For CMU walls, indicate core insulation material. Totals 4841 0 524 5 Totals 4841 0 568 1 To comply- 1)Proposed Total UA shall not exceed Target Total UA. 2)Proposed Total Area shall equal Target Total Area. 2004 Washington State Nonresidential EngW,Code Compliance Form Climate • 2004 Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 Glazing Proposed SHGC Target SHGC List components by assembly ID&page# SHGC' x Area(A) =SHGC x A SHGC x Area(A) =SHGC x A ID' 0 450 308 0 138 6 0 450 308 0 138 6 o, ID' Glazing% Electric Resist. Other Heating c ID' 0-30% 04 045 ID' >30-45% not allowed 04 ID' ID' *Note,Manufacturer's SC may be used in lieu of SHG( Totals 308 0 138 6 Totals 308 0 138 6 For compliance Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together TargetAdjustment Calculations If the total amount of glazing area as a%of gross exterior wall area(calculated on ENV-SUM1)exceeds the maximum allowed in Table 13-1 then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Proposed Areas. Numbered values are used in calculations below Roofs over Attics Other Roofs Walls Note: OG= VG= 308 0 Glazing Area OG= OG=overhead glazing OpaqueAreal 1677 0 2085 0 VG=vertical glazing Gross Exterior Wall Max Glazing Area Maximum Target Area (Table 13-1) Glazing Area 2498 0 X 45 0% — 100 = 1124 1 Target OG Area in Roofs over Attics Target OG Area in Other Roofs Max OG Remaining Tar et VG Area For Target OG's,the 1124 1 — a lesser = 1124 1 — II lesser 308 0 lesser values are used 1124 1 \ 1124 1 I, both here and below Pro os ed O a ue Area Proposed OG Area y Target OG Area`+' Tar et O a ue Area Roofs over Attics + — Other Roofs 1677 0 + Pr osed Opaque Area Proposed VG Area Target VG Area Tar et Opaque Area Walls 2085 0 1 + 308 0 — 308 0 = 2085 0 Target Areas OK Note: If there is more than one type of wall,the Target VG Area maybe distributed among them,and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. 2001 Washington State Nonresidential Energy Code Compliance Form Lighting Summary 2001 Washington State Nonresidential Energy Code Compliance Forms June 2001 KJM Project Info Project Address PORT ANGELES GATEWAY TRANSPORTATION CENTER Date 8/21/2006 123 East Front Street For Building Department Use Port Angeles Washington 98362 Applicant Name: TRES WEST ENGINEERS INC Applicant Address: 2702 S 42ND ST SUITE 301 TACOMA WA 98409 Applicant Phone: 253-472 3300 Project Description ® New Building Q Addition Q Alteration Q Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist(over).Indicate Prescriptive&LPA spaces clearly on plans.) Alteration Exceptions Q No changes are being made to the lighting (check appropriate box) Q Less than.60%of the fixtures are new and installed lighting wattage is not being increased Maximum Allowed Lighting Wattage (Interior) Location Allowed (floor/room no.) Occupancy Description Watts per if Area in if Allowed x Area OFFICE 1 00 2970 0 2970 0 From Table 15-1 (over) document all exceptions on form LTG-LPA Total Allowed Watt2970 0 Notes: 1 Use manufacturer's listed maximum input wattage. For hard-wired ballasts only the default table in the NREC Technical Reference Manual may also be used 2.Include exit lights unless less than 5 watts per fixture. Proposed Lighting Wattage (Interidr}ist all fixtures.For exempt lighting,not exception and leave Watts/Fixture blank. Location Number of Watts/ Watts (floor/room no.) Fixture Description Fixtures Fixture Proposed 1 X 4 FLOURESCENT 8 61 0 488 0 2 X 4 FLOURESCENT 10 61 0 610 0 RECESSED DOWNLIGHT 11 37 0 407 0 RECESSED DOWNLIGHT 6 69 0 414 0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 1919 0 Maximum Allowed Lighting Wattage (Exterior) Allowed Watts Area in ft' Allowed Watts Location Description per fl?orer If p (or If for perimeter) x fl?(or x If) Covered Parking (standard paint) UNDERGROUND PARKING GARAGE 0.2 W/ff 15642 0 3128 4 Covered Parking 0.3 W/flz (reflective paint) Open Parking 0.2 W/ft2 Outdoor Areas PAVILION/SITE 0.2 W/f? 83830 0 16766 0 Bldg.(by facade) 0.25 W/fF Bldg.(by perim) 7.5 W/If Note-for building exterior choose either the facade area or the perimeter method,but not both) Total Allowed WaftE 19894 4 Use mfgr listed maximum input wattage For fixtures with hard-wired ballasts only Proposed Lighting Wattage (Exterior) default table in the NREC Technical Reference Manual may also be used. Number of Watts/ Watts Location Fixture Description Fixtures Fixture Proposed Covered park PENDANT HPS 1 9 188 0 1692 0 Covered park 1 X 4 FLOURESCENT 6 61 0 366 0 PAVILLION PENDANT METAL HALIDE 13 295 0 3835 0 PAVILION TRACK 1 1800 0 1800 0 2001 Washington State Nonresidential Energy Code Compliance Form SITE S1 - HPS 22 87 0 1914 0 SITE S2 - HPS 9 250 0 2250 0 SITE S3 — HPS 5 87 0 435 0 SITE S4 — LED 8 11 0 88 0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 12380 0 2004 Washin ton State Nonresidential EQgW Code Com fiance Form Mechanical Summary MECH-SUMI 2004 Washington State Nonresidential Energy Code Compliance Forms ``+p Revised May 2005 Project Info Project Address PA International Gateway Transportation Center Date 8/21/2006 123 East Front Stiieet For Building Dept. Use Port Angeles WA 98362 Applicant Name. Tres West Engineers Inc Applicant Address. 2702 S 42nd Street Suite 301 Tacoma WA 98409 Applicant Phone: 253-472-3300 Project Description Split system heat pump (air handler in ceiling space and heat pump Briefly describe mechanical on rood with economizer capability system type and features. ®Includes Plans Drawings must contain notes requireing compliance with commissioning requirements Section 1416 Compliance Option 40 Simple System 0 Complex System O Systems Analysis (See Decision Flowchart(over)for qualifications. Use separate MECH-SUM for simple&complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans,fill in the required information below Cooling Equipment Schedule Equip Capacity2 OSA CFM SEER ID Brand Name' Model No.' Btu/h Total CFM or Econo? or EER IPLV3 Location HP-1 Trane 2TWA3048A3 57300 N/A N/A 13 00 N/A MO 01 AHU-1 Trane 2TEC3F60 57300 1600 ECONO N/A N/A MO 01 Heating Equipment Schedule Equip Capacity2 OSA cfm ID Brand Name' Model No.' Btu/h Total CFM or Econo? Input Btuh Output Btuh Efficient 4 HP-1 Trane 2TWA3048A3 34450 N/A N/A N/A N/A N/A AHU-1 Trane 2TEC3F60 34450 1600 ECONO N/A N/A N/A Fan Equipment Schedule Equip ID Brand Name' Model No.' CFM SP1 HP/BHP Flow Control Location of Service EF-1 COOK GN-520 250 0 50 0 17 CV MEN EF-2 COOK GN-520 250 0 50 0 17 Cv WOMEN EF-3 COOK GC-144 751 0 50 0 10 Cv TOILET EF-4 COOK GC-145 75 0 50 0 10 CV TOILET EF-5 COOK GC-142 22 0 50 0 10 CV JANITOR EF-6 COOK 90W15DH 150 0 50 0 13 CV ELEVATOR MACHINERY �If available. s As tested according to Table 14-1A through 14-1G. 3 If required. a COP HSPF Combustion Efficiency or AFUE,as a applicable. Flow control types.variable air volume(VAV) constant volume(CV) or variable speed(VS) 2004 Washington State Nonresidential Enerav Code Com fiance Form Medhanical Summary (back) MECH-SUM System Description If Heating/Cooling ® Constant vol? Q Air cooled? 0 Packaged sys?13<20 000 Btuh? See Section 1421 for full description or Cooling Only- 0 Split system? 0 Economizer included? of Simple System qualifications. If Heating Only- 13 <5000 cfm? [3<70%outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not,either the Complex System or Systems Analysis Options must be used. START Heating/Cooling Air Cooled, System Type or Cooling Only Constant Vol. No Reference Heating Only Section 1421Ye <5000 ingle plit Syste cfm? Yes Package N —84,000 N Yes Unit? Btuh? No Ye of Ca Outd s <70%OSA Ye Econo No-t.- <20,000 NO,- of Ye Included. Btuh? Adjacent to utdoor Yes Yes Reference No Section 1423 ool Ca Yes-- e <54 000 N Btuh? otal Ca . wo economize N <240,000 Btuh r 10%? Simple System Yes Allowed (section 1420) Use Complex 11111 Systems (section 1430) Complex Systems Refer to MECH-COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. 2004 Washington State Nonresidential Energy Code Compliance Form PermitMechanical 2004 Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 Project Address PA International Gateway Transportation Center Date 821/2006 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. ApplicabilityCode Location Building Department (yes,no,n.a.) Section Component Information Required on Plans Notes HVAC REQUIREMENTS(Sections 1401 1424) 1411 Equipment performance yes 14114 Pkg.elec.htg.&clg. List heat pumps on schedule Mo 01 yes 1411 1 Minimum efficiency Equipment schedule with type,capacity efficiency Mo 01 a 1411 1 Combustion htg. Indicate intermittent ignition,flue/draft damper&jacket loss 1412 HVAC controls yes 1412.1 Temperature zones Indicate locations on plans M2 01 yes 1412.2 Deadband control Indicate 5 degree deadband minimum 15900 a 1412.3 Humidity control Indicate humidistat yes 1412.4 Automatic setback Indicate thermostat with night setback and 7 diff.day types 15900 yes 1412.4 1 Dampers Indicate damper location and auto.controls&max.leakage M2 01 yes 1412.4.2 Optimum Start Indicate optimum start controls 15900 yes 1412.5 Heat pump control Indicate microprocessor on thermostat schedule 15900 a 1412.6 Combustion htg. Indicate modulating or staged control yes 1412.7 Balancing Indicate balancing features on plans 142 01 yes 1422 Thermostat interlock Indicate thermostat interlock on plans M2 01 yes 1423 Economizers Equipment schedule Mo 01 1413 Air economizers yes 1413.1 Air Econo Operation Indicate 100%capability on schedule Mo 01 • a 14131 Wtr Econo Operation Indicate 100%capacity at 45 degF db&40 deg F wb • a 1413.2 Water Econo Doc Indicate clg load&water econoe&clg tower performance yes 1413.3 Integrated operation Indicate capability for partial cooling 15900 a 1413.4 Humidification Indicate direct evap or fog atomization w/air economizer 1414 Ducting systems yes 14141 Duct sealing Indicate sealing necessary 15810 yes 1414.2 Duct insulation Indicate R-value of insulation on duct 15082 yes 1415.1 Piping insulation Indicate R-value of insulation on piping 15086 1416 Completion Requirements yes 1416 1&2 Drawings&Manuals Indicate requirement for record drawings and operation docs. 15010 yes 1416.3.2 Air Balancing Indicate air system balance requirements 15950 a 1416.3.3 Hydronic Balancing Indicate hydronic system balance requirements yes 14164 Commissioning Indicate requirements for commissioning and prelim.Report 15050 yes 1424 Separate air sys. Indicate separate systems on plans M2 07 yes Mechanical Completed and attached. Equipment schedule with types, Summary Form input/output,efficiency,cfm,hp,economizer SERVICE WATER HEATING—ANDFREATED POOLS (Sections 1440-14541 1440 Service water htg. yes 1441 Elec.water heater Indicate R-10 insulation under tank MO 02 yes 1442 Shut-off controls Indicate automatic shut-off 15480 yes 1443 Pipe Insulation Indicate R-value of insulation on piping 15086 a 1452 Heat Pump COP Indicate minimum COP of 4 0 a 1452 Heater Efficiency Indicate pool heater efficiency a 1453 Pool heater controls Indicate switch and 65 degree control a 1454 Pool covers Indicate vapor retardant cover e 1454 Pools 90+degrees Indicate R-12 pool cover It no is circled or any question, provide explanation 2004 Washington State Nonresidential Energy Code Compliance Form Building Permit Plans Checklist ENV-CHK 2004 Washington State Nonresidential Energy Code Compliance Forms Revised May 2005 Project Address PA International Gateway Transportation Center Date 9/21/2006 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) Section Component Information Requirec on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope Unconditioned spares identified on plans if allowed yes 1302 Space heat type: M1 01 Other If'Other' indicate on plans that electric resistance heat is not allowed n a 1310.2 Semi-heated spaces Semi-heated spaces identified on plans if allowed 1311 Insulation yes 1311 1 Insul.installation Indicate densities and clearances A3 06 yes 1311.2 Roof/ceiling insul. Indicate R-value on roof sections for attics and other roofs; A3 06 Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts yes 1311.3 Wall insulation Indicate R-value on wall sections; Indicate face stapling of faced batts; A3 06 Indicate above grade exterior insulation is protected; Indicate loose-fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used F73; yes 1311 4 Floor insulation Indicate R-value on floor sections; A3 06 Indicate substantial contact with surface; Indicate supports not more than 24' o.c. Indicate that insulation does not block airflow through foundation vents yes 1311.5 Slab-on-grade floor Indicate R-value on wall section or foundation detail; A3 06 Indicate slab insulation extends down vertically 24' from top; Indicate above grade exterior insulation is protected n a 1311 6 Radiant floor Indicate R-value on wall section or foundation detail; Indicate slab insulation extends down vertically 36' from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where re 'd.by Official yes 1312 Glazing and doors Provide calculation of glazing area(including both vertical vertical and overhead)as percent of gross wall area ENV-suml yes 1312.1 U-factors Indicate glazing and door U-factors on glazing and door 8110 schedule(provide area-weighted calculations as necessary); 8520 Indicate if values are NFRC or default,if values are default 8800 then specify frame type,glazing layers,gapwidth,low-e GO 03 coatings, as fillings yes 1312.2 SHGC&SC Indicate glazing solar heat gain coefficient or shading 8110 coefficient on glazing schedule(provide area-weighted 8520 calculations as necessary) 8800 GO 03 1313 Moisture control yes 1313.1 Vapor retarders Indicate vapor retarders on warm side A6 02 A6 03 GO 03 07260 yes 1313.2 Roof/ceiling vap.ret. Indicate vapor retarder on roof section; A6 02 A6 03 GO 03 Indicate va .retard.with sealed seams for non-wood struc. 7260 yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section A6 02 A6 03 GO 03 07260 yes 1313.4 Floor vapor retarder Indicate vapor retarder on floor section A6 02 A6 03 GO 03 07260 yes 1313.5 Crawl space vap.ret. Indicate six mil black polyethylene overlapped 12' on ground A6 02 A6.03 1314 Air leaks e yes 13141 Bldg.envel.sealing Indicate sealing,caulking,gasketing,and weatherstripping A6 02 A6 03 GO 03 07260 • 2004 Washington State Nonresidential Energy Code Compliance Form • yes 1314.2 Glazing/door sealing Indicate weatherstripping A6 02 A6 03 GO 03 07260 yes 1314.3 Assemb.as ducts Indicate sealing,caulking and gasketing A6 02 A6 03 GO 03 07260 PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) yes Envelope Sum.Form Completed and attached. Attached Provide component performance worksheet if necessary If 'no' is shown for any question,provide explanation: \\ 115. 21:7 p Gq :4 C9 � / Q / -47 / �O O`` A 0 \ fl 118; 10(/10 \ D St // / 124 1-30 1.36_ 60 7hrs m is not intended to be rsed as a legal description. Vertical Datum=NA VD 88 N map ga p Horizontal Datum=NAD 83191 Area Map 77rrs map.d the r use produced by the City ojPort Angeles for its own rse and itv. ses. r Feet Arry other rrse ofthrs maa�drawinY steal!not be the respmrsibiliry of the Cirv. �r' Parcel Lookup Page 1 of 1 Parcel Number 0630005000000000 'Site Address. 133 E FRONT ST PA Taxpayer• VOANG KHOAN 633 E 1ST ST PORT ANGELES WA 98362-3303 Title Owner• VOANG KHOAN 633 E IST ST PORT ANGELES WA 98362-3303 Description- TIDELANDS EAST TX#309 EX PT& EX S10' LT1 131-1 Value Summary- Note:Listed values do not reflect adjustments made for exemption programs such as 'Senior/Disabled or Current Use programs(except Commercial Forestland properties). Land Value: 38,860 Improvements Value: 0 Total Assessed Value. 38,860 Property Characteristics Note:Use Code is for Assessor's purposes only Contact the appropriate planning or building departments for Zoning and allowable usage of property. Use Code: 5820 TAVERN/LOUNG Land Size (acreage). 00 Note:Acreage is not listed for all properties in the Assessor's records.More information about land size. Tax Status: Taxable Tax Code Area: 0010 Zoning Code- P_CBD Note:Zoning and zoning codes change constantly.Verify all zoning with the appropriate planning or building department. Building Characteristics. (Click on Bldg.#for more details.) # Bldg.Type Bldg. Style Total S.F. BD BA Tax History Sales History §i 930,622 0� http.//apps.ciallam.net/website/sitis_p pgm?parcel=0630005000000000 8/1/2006 Parcel Lookup Page 1 of 1 Parcel Number 0630000701160000 Site Address: Taxpayer- CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 98362-0217 Title Owner- CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES, WA 98362-0217 Description. TIDELNDS W 40' LT 2 BL 1 Value Summary- Note:Listed values do not reflect adjustments made for exemption programs such as Senior/Disabled or Current Use programs(except Commercial Forestland properties). Land Value: 0 Improvements Value. 0 Total Assessed Value. 0 Property Characteristics Note:Use Code is for Assessor's purposes only Contact the appropriate planning or building departments for Zoning and allowable usage of property Use Code: 9350 SALTWATER TL Land Size(acreage). 00 Note:Acreage Is not listed for all properties in the Assessor's records.More information about land size. Tax Status: City Tax Cade Area: 0010 Zoning Code- Note:Zoning and zoning codes change constantly Verify all zoning with the appropriate planning or building department. Building Characteristics. (Click on Bldg.#for more details.) Bldg.Type Bldg. Style Total S.F. BD BA Tax History Sales History 3 930 673 http.Hai)ps.clailam.net/website/sit;is—p pgm?parcel=0630000701160000 8/1/2006 Parcel Lookup Page 1 of 1 Parcel Number 0630005090200000 Site Address: 127 E FRONT ST PA Taxpayer- ELLIOTT RICHARD E 651 SOUTHFIELD SHREVEPORT LA 71106 Title Owner- ELLIOTT RICHARD E 651 SOUTHFIELD SHREVEPORT LA 71106 Description TIDELANDS WEST SP#86-1-1 V16 P30 LOT 2 Value Summary- Note:Listed values do not reflect adjustments made for exemption programs such as Senior/Disabled or Current Use programs(except Commercial Forestland properties). Land Value: 31,875 Improvements Value: 0 Total Assessed Value: 31 875 Property Characteristics Note:Use Code is for Assessor's purposes only Contact the appropriate planning or building departments for Zoning and allowable usage of property. Use Code: 9120 COMMERCIAL Land Size(acreage). 00 Note:Acreage is not listed for all properties in the Assessor's records.More.Inforrnation about land size. Tax Status: Taxable Tax Code Area: 0010 Zoning Code. P_CBD Note:Zoning and zoning codes change constantly Verify all zoning with the appropriate planning or building department. Building Characteristics. (Click on Bldg.#for more details.) # Bldg.Type Bidg Stile Total S.F. BD BA Tax History Sales History C3uit; .:Back:; 930,618 t 1 l,ttn flnnnc rinllam net/website/sitls n nQm?parcel=0630005090200000 8/]/2006 Parcel Lookup Page 1 of 1 Parcel Number 0630000701240000 Site Address: Quit Back Taxpayer- CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 98362-0217 Title Owner- CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 98362-0217 Description TIDELNDS W2 LT 3 & LT 4 BL 1 Value Summary Note:Listed values do not reflect adjustments made for exemption programs such as Senior/Disabled or Current Use programs(except Commercial Forestland properties). Land Value: 0 Improvements Value: 0 Total Assessed Value- 0 Property Characteristics Note:Use Code is for Assessor's purposes only Contact the appropriate planning or building departments for Zoning and allowable usage of property Use Code: 9350 SALTWATER TL Land Size(acreage). 00 Note:Acreage is not listed for all properties in the Assessor's records.More information about land size. Tax Status. City Tax Code Area: 0010 Zoning Code. Note:Zoning and zoning codes change constantly.Verify all zoning with the appropriate planning or building department. Building Characteristics. (Click on Bldg.#for more details.) -AL Bldg.Type Bldg Style Total S.F. BD BA Tax History Sales History �uit: Back 930,716 http.//apps.ciallam.net/website/sitis_p pgm?parcel=0630000701240000 8/l/2006 Parcel Lookup Page 1 of 1 Parcel Number 0630005000460000 Site Address: Quit= 13ack� Taxpayer- CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 98362-0217 Title Owner- CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 983624217 Description TIDELANDS EAST S80'W2 LT4 EXC S10'& E2 LT4 BL1 SUR V40 P40 Value Summary- Note:Listed values do not reflect adjustments made for exemption programs such as Senior/Disabled or Current Use programs(except Commercial Forestland properties). Land Value. 0 Improvements Value: 0 Total Assessed Value. 0 Property Characteristics Note:Use Code is for Assessor's purposes only Contact the appropriate planning or building departments for Zoning and allowable usage of property Use Code: 9350 SALTWATER TL Land Size(acreage). 00 Note:Acreage is not listed for all properties in the Assessors records.More information about land size. Tax Status: Tax Code Area: 0010 Zoning Code. P_CBD Note:Zoning and zoning codes change constantly Verify all zoning with the appropriate planning or building department. Building Characteristics (Click on Bldg.#for more details.) # Bldg..Type Bldg_Sttle Total..S.F. _BD. BA Tax History Sales History ,Quit; :,:back 930,714 V� http.//apps.clallam.net/website/sitis_p pgm?parcel=0630005000460000 8/1/2006 Parcel Lookup Page 1 of 1 Parcel Number 0630005000430000 Site Address: 9999 RAILROAD AVE PA Taxpayer• HECKMAN JAMES C C/O JAMES&ASSOC INC 1115 E FRONT ST STE B PORT ANGELES WA 98362 Title Owner• HECKMAN JAMES C C/O JAMES&ASSOC INC 1115 E FRONT ST STE B PORT ANGELES WA 98362 Description. TIDELANDS EAST N210 OF VV2 LT4 BL 1 SUR V40 P40 Value Summary- Note:Listed values do not reflect adjustments made for exemption programs such as Senior/Disabled or current Use programs(except Commercial Forestland properties). Land Value: 44 855 Improvements Value: 10 665 Total Assessed Value. 55,520 Property Characteristics Note:Use Code is for Assessor's purposes only Contact the appropriate planning or building departments for Zoning and allowable usage of property Use Code: 5900 OTHER RETAIL Land Size(acreage). 00 Note:Acreage is not listed for all properties in the Assessor's records.More information about land size. Tax Status: Taxable Tax Code Area: 0010 Zoning Code. P_CBD Note:Zoning and zoning codes change constantly Verify all zoning with the appropriate planning or building department. Building Characteristics (Click on Bldg.#for more details.) # Bldg.Type Bida.Style Total S.F. BD BA House Tax History Sales History C2uit: .Sack 930 562 lo httn_//anns.clallam.net/website/sitis p pem?PARCEL=0630005000430000 8/1/2006 Parcel Lookup Page 1of 1 .Parcel Number 0630005000500000 Site Address: 119 E FRONT ST PA 4 _ Taxpayer- HECKMAN JAMES C C/O JAMES &ASSOC INC 1115 E FRONT ST STE B PORT ANGELES, WA 98362 Title Owner- HECKMAN JAMES C C/O JAMES &ASSOC INC 1115 E FRONT ST STE B PORT ANGELES,WA 98362 Description TIDELANDS EAST E2 LT5 EXC N175' &S 10' BL 1 Value Summary- Note:Listed values do not reflect adjustments made for exemption programs such as Senior/Disabled or current Use programs(except commercial Forestland properties). Land Value: 24,635 Improvements Value: 0 t Total Assessed Value: 24,635 Property Characteristics. Note:Use Code is for Assessor's purposes only.Contact the appropriate planning or building departments for Zoning and allowable usage of properly. Use Code: 4600 AUTO PARK Land Size(acreage). 00 Note:Acreage is not listed for all properties in the Assessor's records.More Information about land size. Tax Status: Taxable Tax Code Area: 0010 Zoning Code: P_CBD Note:Zoning and zoning codes change constantly.Verify all zoning with the appropriate planning or building department. Building Characteristics: (Click on Bldg.#for more details.) Total S.E. BD BA House Tax History Sales History 930 607 tA bttp.Happs.clallam.net/website/sitis_p pgm?parcel=0630005000500000 9/l/2006 Parcel Lookup Page 1 of 1 Parcel Number 0630005000600000 Site Address: Taxpayer- CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES,WA 98362-0217 Title Owner* CITY OF.PORT ANGELES PO BOX 1150 PORT ANGELES WA 98362-0217 Description. TIDELANDS EAST N175' LT5BL1 EXCS10' Value Summary- Note:Listed values do not reflect adjustments made for exemption programs such as Senior/Disabled or Current Use programs(except commercial Forestland properties). Land Value: 0 Improvements Value. 0 Total Assessed Value. 0 Property Characteristics Note:Use Code is for Assessor's purposes only Contact the appropriate planning or building departments for Zoning and allowable usage of property Use Code: 9750 EXEMPT Land Size(acreage). 00 Note:Acreage is not listed for all properties in the Assessor's records.More information about land size. Tax Status: City Tax Code Area: 0010 Zoning-Code: P_CBD Note:Zoning and zoning codes change constantly verify all zoning with the appropriate planning or building department Building Characteristics (Click on Bldg.#for more details.) # Blaa�pe _ BId�_S�t fle Total S.F. 5D. BA Tax History Sales History 930 558 � i �h le w" L httn //nnnc rlallam net/website/sites n nam?PARCEL=0630005000600000 8/1/2006 Parcel Lookup Page 1 of 1 Parcel Number 0630000701480000 Site Address: Taxpayer* CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 98362-021.7 Title Owner- CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES,WA 98362-0217 Description. TIDELNDS S 10'OF E2 &ALL W2 LOT 5 & E2 LOT 6 BL 1 Value Summary- Note:Listed values do not reflect adjustments made for exemption programs such as Senior/Disabled or Current Use programs(except Commercial Forestland properties). Land Value: 0 Improvements Value: 0 Total Assessed Value. 0 Property Characteristics Note:Use Code is for Assessor's purposes only Contact the appropriate planning or building departments for Zoning and allowable usage of property. Use Code: 9350 SALTWATER TL Land Size (acreage). 00 Note:Acreage is not listed for all properties in the Assessor's records.More information about land size. Tax Status: City Tax Code Area: 0010 Zoning Code. Note:Zoning and zoning codes change constantly.Verify all zoning with the appropriate planning or building department. Building Characteristics. (Click on Bldg.#for more details.) # Bldg.Type Bldg Style Total% BD BA Tax History Sales History °Quit°° -Back: 7411 v� h � 8/]/2006 �lallam nPtAx7PhC1tP/C1t1Q n nom7nsrreI=0h�0000701480000 Application Number . . . . . 22-00001551 Date 12/13/22 Application pin number . . . 889412 Property Address . . . . . . 123 E FRONT ST ASSESSOR PARCEL NUMBER: 06-30-00-5-0-0043-0000- Application type description ELECTRICAL ONLY Subdivision Name . . . . . . Property Use . . . . . . . . Property Zoning . . . . . . . CENTRAL BUSINESS DISTRICT Application valuation . . . . 0 ---------------------------------------------------------------------------- Application desc Restroom circuit ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ CLALLAM TRANSIT SYSTEM OLYMPIC ELECTRIC CO INC 830 LAURIDSEN BLVD 4230 TUMWATER PORT ANGELES WA 98363 PORT ANGELES WA 98363 (360) 457-5303 ---------------------------------------------------------------------------- Permit . . . . . . ELECTRICAL ALTER COMMERCIAL Additional desc . . Permit Fee . . . . 74.00 Plan Check Fee . . .00 Issue Date . . . . 12/13/22 Valuation . . . . 0 Expiration Date . . 6/11/23 Qty Unit Charge Per Extension 1.00 74.0000 ECH EL-COMM BRANCH CIR WO/ S/F 74.00 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 74.00 74.00 .00 .00 Plan Check Total .00 .00 .00 .00 Grand Total 74.00 74.00 .00 .00 Public Works and Utilities Department 321 E. 5th Street, Port Angeles, WA 98362 360.417.4735 | www.cityofpa.us | electricalpermits@cityofpa.us ELCOM MULTI-FAMILY / COMMERCIAL ELECTRICAL PERMIT APPLICATION Project Address: Project Description: □Multi-Family Residential □ Commercial / Industrial / Public Building Square footage: OWNER INFORMATION Name: Email: Mailing Address: Phone: ELECTRICAL CONTRACTOR INFORMATION Name: License: Mailing Address: Expiration Date: Email: Phone: PROJECT DETAILS Item Unit Charge Quantity Total (Quantity x Unit Charge) Service/Feeder 200 Amp.$132.00 $ Service/Feeder 201-400 Amp.$160.00 $ Service/Feeder 401-600 Amp.$225.00 $ Service/Feeder 601-1000 Amp.$288.00 $ Service/Feeder over 1000 Amp.$410.00 $ Branch Circuit W/ Service Feeder $5.00 $ Branch Circuit W/O Service Feeder $74.00 $ Each Additional Branch Circuit $5.00 $ Branch Circuits 1-4 $86.00 $ Temp. Service/Feeder 200 Amp.$102.00 $ Temp. Service/Feeder 201-400 Amp.$121.00 $ Temp. Service/Feeder 401-600 Amp.$164.00 $ Temp. Service/Feeder 601-1000 Amp.$185.00 $ Portal to Portal Hourly $96.00 $ Sign / Outline Lighting $88.00 $ Signal Circuit/Limited Energy - Multi-Family $88.00 $ Signal Circuit/Limited Energy/First 1500 sf - Commercial (Note: $5.00 for each additional 1500 sf) $96.00 $ Renewable Elec. Energy: 5KVA System or less $113.00 $ Thermostat (Note: $5 for each additional)$56.00 $ $ TOTAL Owner as defined by RCW.19.28.261: (1) Owner will occupy the structure for two years after this electrical permit is finalized. (2) Owner is required to hire an electrical contractor if above said property is for sale, rent or lease. Permit expires after six months of last inspection. After reading the above statement, I hereby certify that I am the owner of the above named property or a licensed electrical contractor. I am making the electrical installation or alteration in compliance with the electrical laws, N.E.C., RCW. Chapter 19.28, WAC. Chapter 296- 46B, The City of Port Angeles Municipal Code, and Utility Specifications and PAMC 14.05.050 regarding Electrical Permit Applications. Date Print Name Signature (□Owner □Electrical Contractor / Administrator)Permit #: [Electrical Permit Applications may be submitted to City Hall or epermits@cityofpa.us or faxed to 360.417.4711] PREPARED 12/12/22,13:20:17 PAYMENT DUE CITY OF PORT ANGELES PROGRAM BP820L --------------------------------------------------------------------------- APPLICATION NUMBER:22-00001551 123 E FRONT ST FEE DESCRIPTION AMOUNT DUE --------------------------------------------------------------------------- ELECTRICAL ALTER COMMERCIAL 74.00 TOTAL DUE 74.00 Please present reciept to the cashier with full payment ELECTRICAL INSPECTION WIRING REPORT APPROVED NOT APPROVED DITCH ROUGH IN/COVER SERVICE FINAL COMMENTS: Bathroom NOTIFY INSPECTOR at (360) 808-2613 WHEN CORRECTIONS ARE COMPLETED WITHIN 15 DAYS DATE PERMIT # INSPECTOR 12/13/2022 22-1551 TAP OWNER CONTRACTOR Olympic Electric PROJECT ADDRESS 123 E Front St