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Home My WebLink About100 S Laurel St - BuildingApplication Number 09 00001227 Date 11/24/09 Application pin number 779910 Property Address 100 S LAUREL ST ASSESSOR PARCEL NUMBER 06 30 00 5 1 3155 0000 Tenant nbr name PA DOWNTOWN ASSOC Application type description PUBLIC WORKS UTILITES Subdivision Name Property Use Property Zoning Application valuation 0 Application desc RUP #09 09 Owner CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES Fee summary T•\Policies \1 102 15 [10/08] WA 983620217 CITY OF PORT ANGELES PUBLIC WORKS UTILITIES 321 EAST 5TH STREET PORT ANGELES, WA 98362 Contractor OWNER Permit RIGHT OF WAY Additional desc RUP 09 09 Permit pin number 157180 Permit Fee 00 Plan Check Fee 00 Issue Date 11/24/09 Valuation 0 Expiration Date 11/30/09 Special Notes and Comments Maintain '6 walking path for pedestrians Do Not Block Exits Contact Street Department (Eric Wheatley 417 4825) For sign s or barricades in advance Charged Paid Credited Due Permit Fee Total 00 00 00 00 Plan Check Total 00 00 00 00 Grand Total 00 00 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 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. .(Ked i 1:2P,5101 Signature of Contractor or Authorized Agent Date ignature of Owner (if owner is builder) Date CALL 417 -4831 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 PW UTILITIES (Engineering Division) WATERLINE METER SEWER CONNECTION SANITARY STORM SITE DRAINAGE SITE EROSION CONTROL PARKING SIDEWALK CURB GUTTER DRIVEWAY APPROACH BACK -FLOW DEVICE CONSTRUCTION R.W PW/ ENGINEERING 417 -4831 FIRE 417 -4653 PLANNING DEPT 417 -4750 BUILDING 417 -4815 T \Policies \1102.15 [10/08] RESIDENTIAL PERMIT INSPECTION RECORD YES 1 NO FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE DATE YES NO COMMERCIAL DATE ACCEPTED I YES I NO CONSTRUCTION R.W PW ENGINEERING I FIRE DEPT PLANNING DEPT BUILDING ~"ORT~ 8~o~~~ ha ... -=:;.a ~ ~~ CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number Property Address ASSESSOR PARCEL NUMBER: Application description Subdivision Name Property Zoning . . . Application valuation ... 03-00000421 Date 7/22/03 100 S LAUREL ST 06-30-00-5-1-3155-0000- COMM FOUNDATION ONLY 204000 Owner Contractor CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 983620217 PRIMO CONSTRUCTION PO BOX 296 CARLSBORG,WA SEQUIM (360) 683-5447 RETAINING WALL FOR SLOPE STABILIZATION ----- TYPE V NON-RATED FENCES, TOWERS WA 98382 Structure Information Construction Type . . . . Occupancy Type . . . . . permi:t Additdonal desc Permit Fee Issue Date Expiration Date BUILDING PERMIT - COMMERCIAL .00 7/22/03 1/19/04 Plan Check Fee Valuation 1039.77 204000 Qty Unit Charge Per .00 5.6000 THOU BL-100,001-500K (5.60 PER K) Extension .00 Other Fees I Fee :;,wnmary STATE SURCHARGE 4.50 Permit Fee Total Plan Check Total Other Fee Total Grand Total Charged Paid Credited Due ---------- ---------- ---------- ---------- .00 .00 .00 .00 1039.77 1039.77 .00 .00 4.50 4.50 .00 .00 1044.27 1044.27 .00 .00 - (b ~ ff r <i ~ - fA ~\~O ~~fi. '??-f't'<;.!-- -# /6 ;;./ ~ 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 atter 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. C)/J FILe Signature of Owner (if owner is builder) Date Signature of Contractor or AuthOrized Agent Date T \PLANNING\FORMS\1102 15 [4/2002] ,/~ 04/08/2003 14:14 FAX 360 683 6475 PRBfO CONST 14102 BUILDING PERMIT - APPLICATION FOR OFFICIAL USE ONLY: Datt Rec.: ~- es -as Permit #: 1-/2 I Date Approved: Date Issued: FlU out COMPLETEI.,Y and in INK. Your application and site plan MUST BE Co.MPLETE to be accepted for review. If you have any questions, call (360) 417-4815 Applicant or Agent: ?'e.,"""'n (' -Or-J.r,ll2-~..7-rler-J Owner: c,lt-{ oP- P0l2-1 A,.....,......F<-e':;. Phone: ~CLO- & ~~ - ~4-4-1 Phone: 3{DO- 4-1, - 4~L" Address: t7Z-1 e. J:=.C:-:-H ..;,.-r. City: R>o:L-;: A.-........l:t2"Le-,.. Zip: "'5~/""Z. Arc111tectlEnginec:r: Mil Q:>IO! - p,-,~ L, hc;.oc. /;:::-eIlNk. n'(/f Phone: 4zs- 4U- ~.,~I Contractor fi.u..,..... (o~7\2.UL-TI.::>r-I State Lic~nse #~HoCl\3~p: 4-4-05 Phone: ft. 3~"'~44-1 Address: 970 C$~~ go. City: ~Q.L.J I~ Zip: QJ!J3t3z.- PROJEer ADDRESS: \ DO L A-(.J/2..i:'L ..;t ZONING: f2-/v./ LEGAL DESCRIPTION: Lotu......ee..... IcfvJ Block: SUbd1vision: CLALLAMCOUNIYPARCELNlThffiER: 1Z-1C.=:r....-r <DC- \.c....A~"( e~'\: ~c=- ""':o-rA-.~,..... l"'. ~::'O""-r'A-/~ ~A-~ Credit Card Bolder Name: Billing Address: Credit CardType VISA MC # TYPE OF WORK: CI Residential 0 New COWltr. 0 Rc-roof o Multi-family 0 Addition [J Move o COIllIIlCrCial 0 Remodel CI Demolilion o Repair 0 Sign BRIEF DESCRIPTION OF THE PROJECT: City: Exp. Dale: SIZEN ALUATION: SF. @ $ /SF. = $ SF.. @ $ ISF. = $ SF. @ $ /SF. '"' $ TOTAL VALUATION $ ::2.0~) ~ ~ { (o-,,;,-::-v--J. I L "C" ~II t-lA.-t I . .:...R:Ht..A F~ -r ~ ~LnL.l<- CI Stovc o Garage o Dcck D O!her ~/l.-~~l/'o-'l::> y~l\-L.J c;.,. (:6e- ~Lc:>~G .,'Io.P>lLI-z......C"/o......( 1 COMMERClALIRESIDENTIAL: Occupancy Group: Occupant Loac:l No. of Stories: Lot SIZe: EXisting Sq. Ft. & Proposed Sq. Ft. Existing lot coverage _ % & Proposed lot coverage _% = Total lot coverage Construction Type: = TOTAL Sq.Fl % APPROVALS: PLAN; BLDG: DPWU: FIRE: OTHER;_ -- BUILDING PERMIT APPLICATION SUBMITTAL: The Building DiVISion can provide you with infonnation on the application and plan submittal requirements jfyou have questions. VALVA TlON OF CONSTRUCTION: In all case.'i, a valuation amount mOit be entered by the applicant 1l1is figure will be reviewed and may bc revised by the Buildmg Di vision to comply with current fee schedules. Contact the Pcmrit Coordinator at 417-4815 for assistance. PLAN CHECK FEE: IF a plan check: fec is due it must be submitted at the rime the building permit application and ConstructioD plans are submittcd. All other permit fees are due at the time of permit issuance. EXPIRATION OF PLAN REVIEW: If no pennit is issued within 180 days of the date ofapphcation, the appJiQtioD wm expire. The Building Official can extend the time for action by the applicant up to 180 days upon wrinen request by the applicant (see Section 107.4 of !he Unifonn Building Code. current edItion). No application can be extcnded more than Oncc. I ESNWetland(s): 0 Yes 0 No SEPA Checklist required? 0 Yes 0 No Other: PLANNING USE ONLY: , hereby certify that I have read and exammed thiS application and know the same to be true and correct. , am authorized to apply forthis permit and understand that it is my responsibility to determine what permits are required ,not e City's. and that I must obtain such perrmts prior to work -- -.. Date: y4~J Applicanl: T:\FORMS\APPS\Bulldingpcnnu wpd <a4 ... - -- ~ ..........., .... , May~07-03 07:12A M;lbor-P;ta, Inc. . > > ~~o ~Ol UO((;~ 4 425 861 0677 P.02 Milbor,Pita SlSSOCIATES, INC. 6May03 #1351 City of Port Angeles 321 East Fifth Street (p.O. Box 1150) Port Angeles, W A 98362-0217 Attn: Eric Walrath, Project Manager RE: Response to First Plan Check, 2 April, 2003: Laurel Street Slope Repairs, Por1 Angeles, W A Introduct~n an~ Bacqround This document presents the response by Mjlbor-Pita & Associates, Inc. (MPA) to the First Plan Check of the Laurel Street Slope Repairs) Port Angeles, W A, dated 2 April 2003, prepared for the City of Port Angeles by Zenovic & Associates. We are responding to the first three comments only as per the City's request. Commenll and Responses _ · Comment I-Provide calculations for fence posts mounted on pile cap. Design loads shall conform to UBC Table 16-B for balcony railing and guardrails. Response-Calculations for the fence post mounted on pile caps are found tn Appendix A. A summary of the results is as follows: 1. Anchor bolts need to be O.5.inch diameter stainless steel threaded rod (GR AlSI 304/316) embedded 8.5 inches. 2. The post spacing cannot be greater than 6 feet. 3. The steel base plate must be 3/8 inch thick to meet UBC requirements, not the O.5-inch as show on the plans. 4. Weld at the base of the post to base plate needs to be O.25-inch fillet weld. · Co...ment 2-Clariry spacing on soil nail layout. Response-In the submittal dated 14 February 2003, there is a drafting error. The revised plans show that the vertical spacing for all rows is 3 feet. · Comments 3-Please verifY seismic loading conditions used in the design Response-As outlined in our report of 14 February 2003, we analyzed the existing and post-construction stability of the slope, the proposed soil nail system, and the proposed segmental retaining wall (SR W) system to determine the minimum factors of safety against failure using a horizontal seismic acceleration of 0.15g. We have redone the slope stability and soil nail design calculations for GeOIC(;hni~llll1ld Tunnel COIDIullanls I n70 Woodlnvillo:-Redmond Rd. SIc 703 www nlllbor-Plta.conl WoodinYillc, W A 911072 flltge 1 Phone (42S) 486-6~61 Fax (4n) 48S-J660 . May-07-03 07:12A Milbor-Pita~ Inc. , . ~~o 001 UOf/;n ~ 425 861 0677 P.03 the project, using a horizontal earthquake acceleration of O.20g, as recommended. The new data are as follows. Summary of Geotechnical Calculatio~ Factors of Safety (F.S.) for each of the systems are outlined in Table 1. Table 1: Stabilit IS !It ,." S Factor of Safety em Factor a etv tlI lope Stability Slope Stability SOU Nail ~ (Post System Construction) Cons1ruction) . - ... 1.381 1.49 1.60 -,-,... of S ~ ResuI -~. - SRW System 2.64 The critical failure surface for the pre-construction slope stability is shown on Figure 1 The base of the failure surface is along the weakest soil layer, Layer J In the post-construction scenario, Figure 2, the base of the failure surface is also in Layer 3. However, the upper portion of the failure surface has been moved back, away from the face of the slope by the soil nails, thereby increasing the F.S. to 1.49. The factor of safety (F.S.) for the soil nail wall system (See Figure 3) is calculated using soil backfill behind the wall instead of Geofoam blocks. The blocks are one-third of the weight of the soil backfiJl. Therefore, the actual FS is greater than 1.6. In each case, the F.S. is greater than 1.25, which the Washington State Department of Transportation uses as the minimum acceptable F S. fOf design under earthquake loading. Closure We appreciate the opportunity to be of service to you. If after reviewing this report, should you have any questions or require additional infonnation, please do not hesitate to call. Sincerely. Milbor-Pita & Associates, loe. Carol Ravano, PE Project Geotechnical Engineer I The factor of safety shown in the 14 Februal}' 2003 report of 1.83 represcnted a dC\...p-scaLcd failure through the toe of Ilte slope and should flot be compared 10 this FS for the non~cular fiulure through the weak layer. Geotechnical OIld Tunnel Cotlsultonts 17210 WoodmviUc-Redmund Rd. Stc 703 www,miloor-Pltll ~"'h1 W oodinVI lie. W i\ 98072 Paso 2 l'bun... (42~) 486-6361 }'ax (425) 488-2660 .~ay-07-03 07:12A Milbor-Pita~ Inc. 425 861 0677 Frank Pita, P.E.. P G Geotechnical Project Manager Attaclunents; FibOUrc I Figure 2 Figure 3 Pre..construction Critical Failure Sutface Post-Construction Critical Failure Surface Soil Nail Calculations Design Calculations ~~o ~Ol Ubll;~ 4 P.04 Appendix A C1eorechmcal and Tw\nel Consultant!'; 17270 Wooclinvillc-R~mOlld Rd. SIc 703 wwwmilbor-pila.com Woodinv.llc, W A 9110n Pag~ ~ I'honc (425) 41j~561 fUll (42~) 488-2660 Ese - tIenu~ Enter - Surfac:e list FS = 1.38 "in FS = 1.38 .~ ~l '< i o '-I ( . I ( O' W~ O( '-I ij1rJ~~[~T:~~;.~~~~~1r:~~ ~ ... . . .. -. .. . I~ '." ..: .... ..... . . ~ . . . . 11.~1~ :J;; ;J~.~~~t~:~~;_ 'r Deacrlptlon: laurvll Non-clrcul.r shltPtl uall11ll S~r 's ltethod Port A~. LeureI St. Slope Pr~lon .J-t.,...,._f... 11 Non-O'eUar SIP SUrface I.:.... "'.'Ox.. ~ ~ ~-"'" ...... I-' N' )> ~ .,j, F~ Surface -J 0" o , I iJ .,j, et ~ ~ I-t :l f'l ~ N U1 (Xl 01 I-' o 01 '-I '-I Figure 1 ( o iJ' . . o~ U1 o May~07-03 07:13A Milbar-Pita~ Inc. 425 861 0677 00 I UO I I ; ~ 0 P.06 ;-, II ;-. ~l-'.;I." I .,',. 'i.f-., .\-1 I ' , - . --, . . - .... ,', ~~ ...., , .1' ~ ~ . . . .' I' '''1 ~.'~8~C-"":lPtio~::.,~p,os.t '~'!.;.,' .1" . ,'." , ~ _.~ ,'. ~:L ," -<o.'''':,..~ ";'~r~:.. (~~<Y~':'<._ . ..... r ): -.:!..:..f.','....... . ":-:: I" l~ HOn-cl....eul.r:_'.h.pa, using Spence.....:: s t1ethQd<?'~,~';," < '1:. < ') ,.IIr .,," 1"'... ." :,',-,0''''' 'l:.J......'"{i-1. t:,"-~.+~ ".J! -:.. rl.'. '.,..., ~..'" -T" "~I.....' .~. '" '.'/;' . ;. 'lka~ - Menlt: Eriier' '~, S'u~f~ca, lis1:' F.~ ~,,;..' r .'49~'" '",i'n' FS . ' 1.44 120 Port Angele$. L~rel Sl Slope Po$! Constluction. Non-circular ~fJp Surface Along Weak Plene so Surcharg6'=25Op$f 100 5 urchargc=20psf 60 40 " "'\'\ .......---- ~- o -............ ~ ........., "'- ....... .."...... 20 zoo Figure 2 PROJECT TITLE I aurel Soil Nail Calculations using SNAILZ Date: 95-01-2e63 MiniMuA factor of Safety = File: lsw 1.60 14.9 ft Behind Wall Crest a.9 ft Below Wall Toe LEGEND: Crit.Ac= 9.76g Hoz. KH= a.zeg Vrt.PKH= 9.eeg H= 18.1) ft /SU'cha,ge ps= 39.9 Kips F'r'= 36.9 Ksi Sh= 6.9 ft Su= 6.9 ft GAM PHI COH SIG Layer 1 pef deg ps f ps i _U__a --..._..~.u______......___......._....u..._ 1 129. e 38 e 4.9:. ;;: Wate~.~~~.~I.~"........., 2 139.9 38 10aa 6.9 .. . . . .. .. 3 125. e 38 a t1. 9 Layer 2 1:59 '~ ' .' -------- ..,..... un............. .......... ..n....._ no. - -..80+-1-.. Boun d... (; ~J. -. ~~. o__u... Uater--..u. SCALE = 1e ft mID Surcharge Press: Q= Quit. T= Toe. S= Screen. Z= 200N. R= Report. Figure 3 .-~ Ill! " '< . I I. o '-I' - I: o w~ 0' '-I~ .. I-l W )> ~ ..l, ...l tT o , J il ..l, rt III v I-l :3 n . ~ N U'1 CD C'I I-l o C'I '-I '-I c o il: o~ '-I , .....-.J, ....... ,............,..., ,May707-03 07:13A M;lbor-P;ta~ Inc. ~LO ~Ol UOff;~ ~ 425 861 0677 P.08 Milbor~Pita &::SSOc.:IATIS. [NC;. APPENDIX ^ Railing Structural Calculations r~(ttechni(:al & Tun De! Consultanb .May~07-03 07:13A M;lbor-P;ta, Inc. . . ~~o 001 UO(I;~ ~ 425 861 0677 P.09 . lAUREL STREET HillSIDE REPAIR STRUCTURAL CALCULATIONS FOR HAND RAILS Prepared for Milbor~Pita & Associates~ Inc. By Garry Struthers & Associates April 2003 May-07-03 07:14A Milbor-Pita, , , Inc. 425 861 0677 ~~o ~Ol UO((;~ lU P.I0 I~I GARRY STRUTHERS AsSOCIATES, INC. .. PROJECTkfd 5fo(eal-- fh"(/~~e. f1:tar-,r 8V /-.J 6 DAT~ 4/~/~HECKED SHEET -'- OF 3 NO. DATE . . . ....... :~i6 ..~~ . . . . .. III .. .. .. . . . . . . . . . . . . .. .. 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" . .. . :;: . I I . . . . . I~' -0,-' . . . . . (i . . .....1.. ..... .. .....1.... ! I I I I ...~.,.. .....;i1 .. 1~'.a: .... ..... :~~. .~e..: . -'--" - . :/( : : : :. :::: ~: .~~~:' rc:: ......I..~~:~- ............1- .//. . . .~. .'.M._'. .~.. .. ,. ~..41 ... ,.. .1. I.... , . I. I I I i' , I' I I I I . .May~07~03 07:14A M;lbor-P;ta. . . . . . ... . .. .. . . I I . I ' : () , I . .. to i1::;' '~'~:~: . ~. . I 0 ~/o 6 . :--- : ~I ~ . : o 100 . . , ----'1- Inc. 425 861 0677 GARRY STRUTHERS AsSOCIATES, INf. , ~f.-IJ Sit"', ", II Se 'tie. PROJECT l..tt ~ ~ tt1 J-1 g DATE 4 /2..3/()~ECKED 12t~;y , BY ~~ j)"iWl~~?i~: ~:.~ ~ .. 41.,. .CijiJ~ It, .......... .____u____ __ __I ~- .... ~~~~~ . ~ . ..v ~~ : :ii 3: l~l : . : . ~.......... ... . " . . , . . . y/ :d~ . . :~ -- I . .t..all....... I :.. 't,i{: @~ :L:~: . . 'r: Z ~ . .~:. . 0 . . ' : : : . . . ~ . . W6til :f4:4'J/~f:"""" I'f::~" .~. ~....It. I 'J , il!>' .. 'iW4--, . . . . . . . . . I . . f ... <II.. l" "... I............!..... ... I , I ---1----------- -- 1 . . . . . .. . . . '..i-:~" ~ : .. V .. ,. . . .. . . ~.~. . 0 .. ., ,~-" . ~. . ......... : 2J;;ti" . . .. . .. . . ~ . . . t1:. . .. o . ~~~j~ . . ~:11 ~ :t: . . . . . . : .. . ij.: (~ . . . .;.. . :/1 ':~:'! :/~ . : ~I.'~ . I . I I' I i I ! I . I I ! . -, __n_~ j . . I' i . I i "+~o (;)10 I UO I I ; ~ 1 1 P.ll SHEET ~OF..L NO. DATE / . I I I : I I j~: ~ pORT ~ t4.0~~~ rGlii L~ ~ ~ DUIL.lJllVu rt=I"CIVlII CITY OF PORT ANGELES PUBLIC WORKS - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 ISSUED: 3/18/2002 PERMIT NO: 13219 S: PROPERTY L:OCA TION 100 LAUREL S Lot: Stairs in Right of Way Block: D Long Legal Subdivision: Right of Way Parcel No: OWNER/APPLICANT CITY OF PORT ANGELES 321 E 5TH STREET Port Angeles, W A 98362 360/000-0000 T: CONTRACTOR PRIMO CONSTRUCTION P. O. BOX 296 CARLSBORG, W A 98324-0000 360/683-5447 PROJECT INFO Project Value: $116,000.00 Project Type: PUBLIC REPAIR Occupancy Type: RESIDENTIAL Occupancy Group: Construction Type: Zoning Use: ARCHITECT N/A , 98360-0000 360/000-0000 SFD Units: 0 Commercial: 0 SFD sa FT: 0 Industrial: 0 Garage: 0 MFD Units: 0 MFD sa FT: 0 f Q Q tP \). ~ PROJECT NOTES RETAINING WALL REPAIR IN SLIDE AREA BEHIND FOUNTAIN AT LAUREL STREET FEES ASSESSMENT BUilding Permit: Plan Check: State Surcharge: House Moving: Manufactured Home: Sign: Plumbing: Mechanical: Radon: ~b t-~ <S~5: ~~~~ ~l~ $1,083.35 $433.34 $4.50 $0.00 $0.00 $000 $0.00 $0.00 $0.00 , ?e\\.M~ i :;zr 0 ~ =- 42.1 ~ w,"4J1 vp.~LtI~ r ~ , (\l Misc Fee 1 : Misc Fee 2: Misc Fee 3: $0.00 $0.00 $0.00 ,--. TOTAL FEE: AMOUNT PAID: $1,521.19 $1,521.19 BALANCE DUE: $0.00 ~ ~~~ ~c 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 authonty to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. ~ / ~ U/V]~~ 3//8/oc Signature of Contractor or Authorized Agent Date Signature of Owner (if owner is builder) Date BlJaDING PERMIT INSPECTION RECORD CALL 417-4815 FOR BUILDING INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. IT IS UNLA WFUL 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 FOUNDATION: FOOTINGS WALLS FOUNDATION DRAINAGE ELECTRICAL (LIGHT DEPT) SEPARATE PERMIT # ROUGH-IN PLUMBING UNDER FLOOR / SLAB ROUGH-IN WATER LINE GAS LINE BACK FLOW / WATER AIR SEAL WALLS CEILING I I FRAMING JOISTS / GIRDERS SHEAR WALL WALLS / ROOF / CEILING DRYWALL T-BAR INSULATION SLAB I WALL / FLOOR / CEILING MECHANICAL HEAT PUMP WOODSTOVE / PELLET/CHIMNEY /INSERT HOODIDUCTS PW UTILITIES / SITE WORK (EnglOeenng DIVISIOn) SEPARATE PERMIT #'s WATERLINE / METER SEWER CONNECTION SANITARY STORM PLANNING DEPT. SEPARATE PERMIT #'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. 417-4750 PLANNING DEPT BUILDING 417-4815 j?"-?S-D<' \10 I r) BUILDING C \APPL WPD ~~rm 1/( >~'\ \ INCORPORATED 519 South Peabody Srreer, SUIre 22 Port Angeles,Washmgron 98362 (360) 417-0501 Fax (360) 417-0514 E-mail: zenovlC@olympus.ner March 4, 2002 Mr. Lou Haehnlen City of Port Angeles Public Works & Utility Department 321 East Fifth Street Port Angeles, W A 98362 SUBJECT: Laurel Street Slide Repair - Port Angeles, Washington Dear Mr. Haehnlen: I have examined the plans and calculations for the proposed Laurel Street Slide Repair. The following items of concern were found during the review and should be addressed prior to issuance of a permit on the project: 1. There are a number of geotechnical Issues which are outside the expertise of this office which should be reviewed by a qualified geotechnical firm including the following: a. The assumed internal angle of friction for sOil reinforced earth is higher than values normally used in this area and recommended by Washington State Department of Transportation. b. The global stability models should be reviewed and probably take into account a pOSSible sliding plane which intersects the back of the benches/back of reinforcements to verify global stability. c. Design soil property assumptions should be reviewed by a qualified geotechnical firm to verify that they are appropriate for this site. Note that the transmittal letter from Earth Improvement Technologies also recommends review by geotechnical engineer. d. The on-site soil strengths need to be verified by testing prior to beginning construction as noted In the transmittal letter from Earth Improvement Technologies. e. The reinforced (infill sOil) silt to silty sand shall be tested to verify that the internal friction angle is greater than 29 degrees by direct shear testing as noted on the structural plans. These plans assume that on-site material may be used for this fill material. f. Plans call for temporary cut slopes as steep as 0.33H:1V. g. Plans call for finish grade slopes as steep as 0.8H:1V. ... 1 . , - Page 2 March 5, 2002 2. A qualified geotechnical firm should be hired to provide continuous on-site supervision dunng the construction process to verify that design assumptions are correct and on-site conditions do not very from assumptions used In the design. It is recommended that this firm be approved and retained by the City of Port Angeles. Please note that the documentation provided by Earth Improvement Technologies notes the need for continuous on-site geotechnical inspections. Note that on-sIte soil conditions, which may vary from the optimistic values used in the design, may have substantial effects on the design and construction costs on the project. 3 The construction sequence should be submitted to and approved by the design engineer pnor to beginning construction so that exposed base soils are not left exposed to the weather for unreasonable amounts of time. 4. It is recommended that construction activities occur during the dry season since any appreciable amount of moisture may have an adverse affect on the underlying base soils and construction costs. 5. The City of Port Angeles should determine whether a ground acceleration value of 0.1 is acceptable for this project. Based on consultation with a geotechnical firm practicing in the Puget Sound area, a value of 0.2 it tYPically used in the Puget Sound. 6. Grading plan indicates that finish grades will be as steep as 0.8H:1V on East End of walls. Due to fact that native soils will probably be unable to handle this slope it is recommended that the design provide measures to protect these overly steep slopes. 7. The plans call for a lined drainage swale on the west side of the walls to convey surface runoff down the west side and direct it to the proposed catch basin behind tier #1. The slopes on this lined drainage swale are as steep as 2H'1V. It is unlikely that hydroseeding this lined swale will result in the establishment of permanent vegetation and other alternatives, such as the options shown In the plans, should be considered for these steep slopes within the swale. Please call me if you have any further questions on this matter. Enclosure Fc: IN 02031 Cc: Primo Construction (Steve Lee, fax no. 683-6475) MEMO PUBLIC WORKS & UTILITIES DEPARTMENT Glenn A Cutler Director [4801] Phyllis Rasler Administrative Assistant [4800] Cate Rinehart Administrative Assistant [4700] Ken Ridout Deputy Director [4802] Gary Kenworthy Deputy Director and City Engineer [4803] Scott McLain Deputy Director [4703] Jim Harper Electrical Engineering Mgr [4702] Larry Dunbar Power Resources Mgr [4710] Doyle McGinley Water, Wastewater Collection Superintendent [4855] Pete Burrett Equipment Services Superintendent [4835] Dave Ireland Light Operations Manager [4731] Jeff D Young Treat Plant Superintendent [4845] Tom McCabe Solid Waste Superintendent [4872] Steve Evans Landfill Supervisor [4873] Mike Horton Street Maintenance Supervisor [4825] nOR'Tr~ A ~NG' 'E'L' EIS; 1~ ,j i~ '~ i ' ~,. j <u !I WAS H I N G TON, U. S. A. DATE: March 18, 2002 TO: Lou Haehnlen, Building Official FROM: Terin Gloor, Assistant Civil Engineer ~<-6~ RE: Laurel Street Slide Repair - Building Permit Engineering staff have reviewed the concerns identified by Zenovic and Associates. We requested further information on three of the thirteen points and sub-points identified in Zenovic's report. The engineer of record, Mike Simac of Earth Improvement Technologies, chose to respond to each of the concerns identified. The justification provided adequately addresses each concern and provides assurance of further testing to verify the design assumptions. The design was performed by a qualified professional engineer licensed by the State of Washington. As such, the engineer of record assumes responsibility for design. In the letter from Earth Improvement Technology (3/15102), each of the "Items of Concern" identified by Zenovic and Assoc. was thoroughly addressed. Therefore, the City engineering staff takes no exception to the design as provided and recommends issuance of the building permit. cc: Gary Kenworthy, City Engineer/Deputy Director of Engineering Services N \PROJECTS\96-05 Laurel Shde\Bldg Permit memo wpd qb 0:). 7701 4/5D ?~rf'r-\;+:t+ 132/9 UJ/~O/~UU~ ~4:0~ ~AA JBO 683 6475 PRIMO CaNST CZ&2-05,07 19JOl Primo CONSTRUCTION, INC. Fax Transmittal .-r- _ Atto: I~ R , "'- From: ~~~-<- L~~ ~ Company: r f Ty of P A Date: ~ 1 /~ 12001 Fax No.: ( ) ~/" . 9 7 d7 Phone No.: (360) 683-5447 En. ;1.2-' Total Pages (lncludiDg This): {, He: I Comments: reR.. ,.~ 1 J - ~,-5 e.... t-... e... S )1 0 ~ 0 V\... ~ ' 0-,", {YI e A 'I I? ~~ tI1 r?;.e. R.e u c:.(~ - ,s ~-Ir ""'--e .$f?an.c ~ To ~~h..~rvtc. .,t..,1QiA... r<. ff!.-I ~ T. Pr (;rj" e.._ " ""41 /V /~ s V~ L.. 970 Ca,lsbotg Ruad. SeqUlnl. H~-1 98382 phone (360) 683-SU7 fax (360) 683-6475 e-mail primo@o(Y11IpJls.net UJ/~O/~UU~ 14:53 ~AX 360 683 6475 PRIMO CaNST ~02 . 101.1 M:J..rlow~ra_ 1"'0 ~>.=' .197 CramCr1tm. NC 2:i032 (7'J~) R24,1l121 Fax "24 Il151 EAR'IH IMPROVEMENT TECHNOLOGIES March 15, 2002 Mr. Steve Lee PRIMO Construction, Inc. 970 carlsborg Rd. Sequim. W A 98382 FAX: (360) 683-6475 Page 1 of 4 RE: Response to "Items of Concern" raised in Zenovic 85 Assocs. Design Re'riew for City of Port ADgeles Lau reI Street Slide Repair - Four Tier SRW Construction City of Porr Angeles Project # 96-05 Port Angeles, WA EIT Project No.: COI036 Project: Dear Mr. Lee: Earth Improvement Technologies, Inc. (&11') would like to offer the following additional information to address the "Items of Concern" raised in Zenovic & Associates (ZA) design review letter dated March 4, 2002. la-J The .Coarse Aggregate Fill" specified foe the .reinforce zone is a coarse, angular gravel with veJy little sand (max. 25%) and no fines. The approved stockpile '1.25" PUD Switchyard Rock' has 700/0 of its weight between 1-5" and 0.75~. EIT's experience in testing angular materials with similar gradations in large shear boxes yields phi angles greater than 50 dcgs. On EIT's most recent project the results were 58 degs. If the City of Port Angeles (CI1i') , ZA, or the Project Geotechnical Engineer (PGE) still question this soil's strength, it can be tested. 1 b.J The suggested mode of failure was thoroughly investigated by Err in its design analysis see calculation pages lCp) 54, 57, 74, 77. 94. 97, 115, and 118. In fact the bench width (min. 51 into the competent natural till material is an in tegral part of the design detailed on ElT's drawings. Each onc of the plotted potential failure surfaces (on the Cps listed above) represents the minimum safety factor for 50 to 90 analyses at each tangent. The shallow failurc arc postulated by ZA does not control the design and produces safety factors well above the minimums shown by EIT's calculations. The shallow failure surface ZA postulates is shown on Cp 115 for the excavation analysis but only OCcurs in the weaker overburden soils above the competent till. Also note that even with NO SRW (earth) structure present on the slope the minimum safety factors OCcur much deeper in the slope. Although EIT is confident that the ZA postulated failure mode has been eliminated by the design presented I EIT would welcome the results of any additionaJ analyses conducted by other engineering professionals for this panicular project. 1 . d ISI0-to28 ftoOLI t .~O.l ~u.w.^o~dWI 4~~e3 d€2=21 20 ~t ~ew 03/15/2002 14:53 FAX 360 683 6475 PRIMO CaNST III 03 C01036: Response to Design Review. 'Items of Concern' four Tier SRW Construction, laurel Sl Sfide Repair, Port Angeles, WA Page 2 of 4 Ic.) The design property assumptions made by Err are based on the three previous geotechnical investigations performed at or near the current project location, see Cp 1 and 26-34, Because Err does not routinely work in the project area it is required that a competent professional geotechnical engineer (PGE) with local knowledge pass judgment on the reasonableness of ElT's design assumptions. That geotechnical engineer will also then become familiar with the design and be better able to assess the influence of soil variation at the site as constrUction progresses. This is particularly importa.nt in monitoring and evaluating the steep excavation slopes required for this project. id.) The entire design, viability and structural integrity relies on the strength of the underlying competent natural glacial till soils at this site. The design soil property assumptions made by EIT were based on soils investigation J testing provided and the physical evidence at this site, see Cp 34. As mentioned in my calculation transmittal letter those critical assumptions must be verified by testing. prior to the start of construction. Should testing at the site reveaJ that the underlying soils are weaker than assumed by EIT ( total strength: cIt = 21", c= 700 psf and effective strength: ,'''''' 29" . c= 500 psfl, the design is invalid and the SRW structure contemplated could NOT be built. Ie.) The design property assumptions made by EIT are based on the three previous geotechnical investigations perfonned at or near the current project location, see Cp 1 and 26-34. EIT's design and plans require that the soil properties for the fill material placed above the .Coarse Aggregate Fill'" be verified by direct shear testing. Please note that previous direct shear tests on the site overburden soils (see Cp 281 yielded a phi angle of 29 degs. This allows [he possibility at the PGE being able to make visual observations and material classification tests to verify its reuse at this tocation_ If.) The excavation cut slopes are designed at O.SH: IV throughout most of the excavation. Based upon competent underlying soils (see item Id above) EIT's engineering analysis of the planned cut excavation slopes (~e Cp S and 115-120) shows this to be a safe excavation. To minimize encroachment on the adjacent propcrty owner, the upper 10- 12 ft. of excavation in the southeast corner of the Tier 3 and 4 are steepened to 0.33H: 1 V. These corner excavations are buttresses by the adjacent excavation sides and should net pose a problem to stability or safety. 19.) The vast majority of the finish grades on this site are at 1.6H: IV to match the existing slope west of the project site. The: maximum finish grade slope of O.8H: IV is a project requirement. to match the grades on the adjacent property (to the east, behind rhe bank building). Without significantly encroaching on the adjacent property. that maximum grade can not be avoided. 2'd IGIO-!>29 (!>OLI t .~~~! ~U~w~^o~dWI 4~~W3 aEZ:Zt 20 51 ...ew 03/15/2002 14:53 FAX 360 683 6475 PRIMO CaNST 14J04 C01036: Response to Design Review - "'terns of ConcernJ Four Tier SRW Construction, Laurel Sl Slide Repair, Port Angeles, WA Page 3of4 2.) As outlined above, EIT has attempted to model the conditions at this site in a realistic manner that reflects the subsurface infonnation available to date. Full-time geotechnical observation is not required because EIT's design parameters are 'too optimistic,' but rather that the Project Geotechnical Engineer (PGEl, whether hired by the CITY or Contractor, needs to be an integral part of the project team. Granted excavation monitoring is a full-time task to ensure the safety of workers and equipment, even with an appropriately designed excavation. However, the PGE w:ill also be needed to approve the base ~vation for each tier, ensure the minimum 5 ft. bench in competent native glacial till soils is obtained, and observe compaction. Compaction observation is criticaJ due to the 'Inethod' specification utilized for this project. All observation and testing work. along with excavation monitoring will be accomplished in a short time frame, which EIT estimates to be about three weeks. Therefore~ the short construction schedule is what dictates full-time monitoring by the PGE, since this project does not lend itself technically, operationally. or financially to periodic or 'on-caIP site visits. 3.) The construction sequence is shown on the plans. It consists of excavating and constructing each t.ier individually (in sequence 1 to 4) before proceeding up to the next. Provided this occurs within the estimated three week construction schedule, no further submittals are necessary. However, any change to this sequence, such as mass excavation of all tiers prior to building any walls would need to be reviewed and approved as suggested by ZA. The base excavation for the most critical tier (# 1) will be the first to be backfilled and protected. 4.) EIT will defer to the 10caJ knowledge of ZA. the CIlY, the PGE, and the Contractor as to the best time [0 proceed with constrUction. 5.) Please notify EIT should the CITY desire to change the design ground acceleration for this project to O.2g. The design produced by EIT utilized a design acceleration of O.lg. based on a map found in the 16th edition of the .Standard Specifications for Highway Bridge~ published by AASHTO in 1996 (see attached copy). The AASHTO design acceleration represents a 100/0 probability of being exceeded in the next 50 years. Prior to executing the design Err was told by ZA that the AASHTO design acceleration would be acceptable. 6.) At some point the project must tie into existing gr-ades. The existing site grades on the east end of the project are O.8H:IV. and appear to have been that way since the firs [ site investigation in 1983. Therefore. evidence exists that the native: soils can be maintained at this grade- Furthermore. the Err design utilizes gcogrid reinforcement to improve the stability of- the reconstructed slope above Tier 4, and includes an erosion control mat until vegetation can be established. EfT can reduce the grades on the east end by extending and increasing the height of the Tier 4 wall to the east, should the CI1Y' desire. E.d lC;10-t>28 I~OL) I '~~.1 ~U-~_^o4d~1 4~~e3 dE2:21 20 Sl ~eu 03/15/2002 14:53 FAX 360 683 6475 PRIMO CaNST I4J 05 C01036..- Response to Design Review - 'Items of Concern' Four lier SRW Construction. Laurel Sl Slide Repair, Port Angeles, WA Page 4 of 4 7.) The side slopes of the drainage swalc are at 2H: 1 V. but the channel grade is even steeper 1.6H:IV. The preferred option specified by Err, a hydro-seeded permanent erosion control mat (North American Green C350) is consistent '\I7ith the intent of the CITY's plans as presented in the contract project manual. A permanent erosion control .mat produces a channel lining that has been documented to resist floW' velocities in excess of 9 feet per second (fps) un-vegetated, and:lo 15 fps after 12 months of grass growth. This will certainly be sufficient for this application. The other options provided (concrete or asphalt) will work equally well but are more costly and can be substituted by the CI1Y should a more conservative, but obtrusive solution be desired. Err appreciates the CITY showing the initiative to have this project design. approach reviewed by another design professionaL EIT has taken this opportunity to respond to the 'Items of Concern' expressed by Zenovic & Associates CZA) in their review, so that PRIMO and the CITY may have a thorough understanding of the design submitted by EIT and the project constraints that guided much of the design approach. Should further clarification become necessary or additional questions arise~ please don't hesitate to call me at (704) 824-0121. Sincerely, 1L&u/frf-~ Michael R. Simac, PE Principal Engineer attachment: AASHTO Sdsmic Map b'd ISIC-t.aa 't.OLI t -40aL ~ua~a^o~dWI ~~~e3 d.a:at ao Sf ~8U 03/15/2002 14:53 ~ { ~ J' ~- ~ if' II:) 'lif' &~ \"~ -I- '](1) f"'>-. o (3_ F ~~ :r:~j.. ~~ 4:~ ... 10 ~7~ - - FAX 360 683 6475 PRIMO CaNST 14I 06 l:j-!-r-;'1 j r':...(=-.o:.L-rl ,.t:l"j't~Jf;.!II~""1 .\jfi!.....F'V..q.i 'j','.':,'I,' II j':tl'i /- 'j!Jlt I, J Ilj.t,'II/I . '11!l'_"~'I.J.!~ ill! 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