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1707 A St - Building
Application Number Application pin number Property Address ASSESSOR PARCEL NUMBER Application desc 5 circuit pole lights Owner CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 983620217 ELECTRICAL PERMIT CITY OF PORT ANGELES 360 417 -4735 11 00000270 800810 1707 A ST 06 30 00 0 4 4700 Application type description ELECTRICAL ONLY Subdivision Name Property Use Property Zoning Application valuation 0 Contractor OWNER Permit ELECTRICAL ALTER COMMERCIAL Additional desc Permit pin number 183079 Permit Fee 83 90 Plan Check Fee Issue Date 3/31/11 Valuation Expiration Date 9/27/11 Qty Unit Charge Per 1 00 73 5000 ECH EL BRANCH CIRCUIT WO /FEEDER 4 00 2 6000 ECH EL ECH ADDNT BRANCH CIRCUIT Fee summer' Permit Fee Total Plan Check Total Grand Total Charged Paid Credited Signature of owner or Electrical Contractor X G \EXCHANGEBU I LDIN G 83 90 83 90 00 00 00 00 83 90 83 90 00 1 OgIA S INSPECTION TYPE DATE. DITCH SERVICE ROUGH IN FINAL COMMENTS PERMIT WILL EXPIRE SIX (6) MONTHS FROM LAST INSPECTION Date /31/11 REPORT SALES TAX 0000 on your excise tax form to the City of Port Angeles (Location Code 0502) 0 0 0 Extension 73 50 10 40 Due 00 00 00 RESULTS INSPECTOR. Date: fir ti'oR r.1 CITY OF PORT ANGELES PERMIT APPLICATION RECE1 t �.�ti �`F r cam. ter `'�'1'�- Building Division/Electrical Inspections 321 East Fifth Street P 0 Box 1150 Port Angeles Washington, 98362 MAR 2 8 2011 wt" Ph (360) 417 -4735 Fax. (360) 417 -4711 ELECTRICAL �V INSPECTIONS Date. s-'- 1 2 Single Family Dwelling Multi Family or Commercial* x Commercial Addition Alteration Remodel Repair* Plan Review May Be Required Please Cof i-1 lete Electrical Plan Review Information Sheet Job Address: I `I D 1 _p Dated: 3 El Credit Card Building Square Footage: Description of above e_./12. CA) 1' 0110112010 Owner Information Information Y c) f PP' Name: Mailing �ldress: Ng S'I7 Mailing Address: City' V Ps tate:l i Zip: .60� City State: Zip: Phone: Fax: Phone: Fax: License Exp. License Exp. Item Unit Charm Clq Total (tilty Multiplied by Unit Charaj 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 0 Branch Circuit W/O Service Feeder 73.50 Each Additional Branch Circuit 2.60 `h) i 0 Temp. Service/ Feeder 200 Amp. 92.70 Temp Service /Feeder 201 -400 Amp. $110.30 Temp. Service /Feeder 401 -600 Amp. $148.70 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 dotal 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 El Cash Check PREPARED 9/26/03, 14 51.07 CITY OF PORT ANGELES PAYMENTS DUE RECEIPT PROGRAM BP820L --------------------------------------------------------------------------- APPLICATION NUMBER FEE DESCRIPTION 03-00000878 1707 S A ST AMOUNT DUE --------------------------------------------------------------------------- PUBLIC WORKS COMM WATER SERV SANITARY SEWER HOOK UP TOTAL DUE 640.00 '- 4C'z ~ 736-0 - -3434()2-1 240.00 - 4()3~ 7~30-34850/8 880.00 '13-74Yt") - 322lDZ1 &40- /</.6 - L}s-- Please present this receipt to the cashier with full payment. f2 '# f1!/2/YJ1..:L . ,,) 03276 'REQUEST FOR PAYMENT' Authorization TO L I cyfJ- D ; V J Sf 0 Y) DES CRJ mON PIA b\'0 (J)O~<'<:" 'fev VVI'T~ D3-~7t! BUDGEr CODE 5 ep ~(/ ~Pa!- AMOUNT :I c;??V~ , APPROVAL ,f~~. DAn 9h~;{;~ Soecial lnSlnIclJons n/~lc ///?JR.L-<::; ..b;:y /77/- L::?J~ ,~/ / / ./ - !fJ//r.;:,r /?J~/-r.r; :5t?//.S"f"'///f'r N-/i.o".e-//Ot'/'/?()( (:S/?/7 SUUpj'-- //)' - 1/ / / --/-4 P ( U ) / /;' /) /7 S' YI // =:;;--.- / /' /./ 11...,- " Person Calling REQUEST FOR SERVICE CITY OF PORT ANGELES * PUBLIC WORKS DEPARTMENT ~Ji~ Received by phone , . Date 9 ~~43 person Phone PRIORITY Urgent L. c;rhedule ASAP /:). Time o o o /?~ ~ t/~~ ~r, / :::z!L ~:J- g,?~ mail Address 1f!J7 REQUEST -r~;~ s;;v;;~~ - 'TOR / L I , Director o City Engineer o FORWARD TO FOR ACTION BY: Street BuiLding Engineering 000 Water Sewer SoLld Waste O~ 0 Contact person making request (before action) Yes ~No ~ (after ac~ion) Yes ~ No ~ ACTION TAKEN I InltiaL ~~ ~~ RETURN TO SECRETARY FOR FILING ~~ " " 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 CITY OF PORT ANGELES PUBLIC WORKS DEPARTMENT ACCOUNT PERMIT ACCOUNT NAME NUMBER NUMBER 001-0000..: 91 00 001-0000-2392000 001-6030.J229014 001-6030-3422015 001-6030-3422016 oo1~020-3221 017 001-4020-3221018 001-4020-3221019 .001-4020-3221020 001-7010-3221021 001-7010-3221033 Penn~ 001-701~4011 001-7010-3415000 001-701~32000 001-7010-3458300 001-7010-3489500 001-4020-3699000 DOLLAR AMOUNT RECEIPT # Fill-IN COMPlETELY - TOTAL EACH FUND AND GRAND TOTAL G:~IA<:dIF"",,.\Rl!Y.RKIPID-Wb Lasl Revised Dec:. 1999 CITY OF PORT ANGELES DEPARTMENT OF PUBLIC WORKS . . . . . . . INSPECTION REPORT. . . . . . . . REQUEST Date I () - i ~ 0 ? Time / () 0 0 ;.(yr} Received by (phone, person) Location of Work to be inspected Name of person requesting inspection Address of person requesting inspection Type of Inspection (circle appropriate one) /7 () 7 5 'A II t'-h; ~r-r Phone No Permit No CJ 3- f? gv Sewer Foundation Framing Chimney Plumbing Final Sewer Excav Other -------- INSPECTION NOTES Inspected Date. '/- / - .0 3 " Ti'!)e ./0 ' f (J .4 1'1 BY,:)4 '1 0 /lId b I ;.1' Remarks //J~fC.l 1eJ (gy' JJ 5q&1le roxCo J.;l plus 13<1iftD flOe. ) I RESTORATION REQUIRED YES NO ;( N )~ ~ 'JI <t ~ ~/Lf4 . >- .., I 8"fVC 55 ...... - - LL\U,(IJ5en 8 \ vd SURFACE RESTORATION SURFACE TYPE D Unimproved D Gravel o Repaired by City o Repaired by Permittee [] No Damage Found o Asphalt 0 PCC 0 Other Work Order # 9 g ;t 1 o COMPLETE o INCOMPLETE (Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE) {- ft' "i t I j i Jf"'r6 VF 730ft-- ------ I '...-- ~ ~h '~\.H "" APPLICATION FOR WATER 'Izi- i;.tJ 4 \ c!-'t CHy W..., O.p........ 11 ~ ~lo Port Angeles, Wash. ~19_ I hereby apply for water to be furnished in accordance with rates and rules of the City for the following premises (' ( N.m. .f Applk..' (J ht iJ JP.4- LlffJ-) W a ~kSe Address I 707 Sf) 'IAV Renewal 0 New Service 0 Blk_ Lot_ Add 51,. of 5...k. I /1 ,..::;1// ;;,., Numb.'R:-~ i ~ i~2b 9 ;L Service Left On 0 Service Left Off p Signed ... r ,....r; J f<.~ 0C0 COV Installed by Remarks 'N~ Nt \f\ '- ~~ ~ ~ 1~ ft w w G) v\) E s [-&,5 w F 7 3 c.f~ CITY OF PORT ANGELES DEPARTMENT OF PUBLIC WORKS . . . . . . . . . . . INSPECTION REPORT. . . . . . . . . . . REQUEST . ( Date ~ - ~ - () Time Received by (phone, person) Location of Work to be inspected Name of person requesting inspection Address of person requesting inspection Type of Inspection (circle appropriate one) /161 5' ft 5-+ ;<W I \ (~7 11 -tit '€r /3 Phone No Permit No Sewer Foundation Framing Chimney Plumbing Final Sewer Excav Other UJ~hv INSPECTION NOTES Inspected Date Remarks Time By ~-e1rV \, 7--<.-. - 70! CU ) K ~ /8 :1-N S -fe-A / ( I LV c~ ;-- RESTORATION REQUIRED "/ Nt I~ , ?-~ t ~\' -""" ~UJ~~eyJl(~ ~ ~ ,/d., -x: w Sl vD '\. SURFACE RESTORATION SURFACE TYPE D Unimproved D Gravel D Asphalt D PCC D Other D Repaired by City Work Order # -7 '3 V L [] Repaired by Permittee [LVCC)MPLETE [] No Damage Found D INCOMPLETE (Continue on reverse side if necessary) STREET SUPERINTENDENT (DATE) Request for Billing ~\ 0) \ o o o --a-- o o Cf-IP) ~ ....-:r-- GeneraVMiscellaneous Landfill Accounts Leasehold Excise Tax Ught Department Medic 1 Transport Police Department ParXs Department ParXing/8us Improvement Area PenCom Dispatch Services Public WorXs Department 0<0 ~ ~ TO. Rebecca Veldhouse, Accounting Tech FROM ~ {R/J.<::-- LL/oeJ::::-<:" qIZL/IDCS Date: ~3DP.Q to Please send a invoice in the amount of $ Name Address ~ A If?-:, " (' -' l J..J 0 R \:: 'S, This invoice is for PI 1 ~Gl G 'L.L70 e t::::::.-<z ? e V VV\ "\ ~ C -3 Jt 7 ;l , fe~ c~ F":. ,p - \\ J ft- Te 'V VV) ~ -\-.~ V' I Y) S+ALLAI7 0h --.::::> ?4/'1 Sf: LLI -{.> V'- C..D ]/7 h ~ cy 1 0 V) I '51 V"\" !.;>-&.u2~ -+ A-p Actual Labor Costs Actual Material Costs Actual Vehicle Costs Misc Costs Billing Fee Sales Tax Total Authonzlng Signature Accounting Code $ $ S $---- $ $ $ . \Jzt411~~L se e /t! (fk-h {J cL feGe (PT C:~ 1 n f) .~ ~ )/7/)1 ,) /'I;)J [.1 ~ . 'LA IV It! -rAtlUL..L I!. ' / {/ o->c /7 CITY OFPORTANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT -BUlLDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 ...... Structure Information FOUNDATION ONLY ..... 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 per od of 180 days after the work as commenced, or if requ red nspect ons have not been requested w thin 180 days from the asr inspection. I hereby c.~p~ify that I have read and examined this application and know the same to be true and cerrect. All provisions of laws and ordinance.~s.l~j;~'erning this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to giv.,~a~pt~lbrity to violate or cancel the provisions of any state or local law regulating construction or the performance of construction~ ./~-~ ~ · _ Signal thorlzed Agent Signature of Owner 0f owner ~s builder) Date T:\PLANNING\FORMS\1102.15 [4/2002] FOR OFFICIAL USE ONLY: BUILDING PERMIT - APPLICATION O. e 5-2 t , ~ Permit#: Fill oat COMPLETELY and in iNIt, Your appiicatiml and site plan MUST~ , I Da~ Approve- COMPLETE to be accepted for review. If you have any questions, cal~ [~ I ' // (360) 4174815 ~- [ Dam Issue: Applicant or Agent: ~ffg ~ ~*-~ Phone: ~ om~: o~ ~r ff~/~$ Phone: g?~ ~/7 Con,actor RL ~rt; ~, ,~ ~t State License ~:~~xp: [~/~*/~ Phone: 0~) Ad&ess:/~$ ~/* ~It~ gn Ci~: ~r ~ff~/tI ~ ~ Zip: LEG~ DESC~TION: Lot: ~ ~ZLe~ Block: ~7 Subdivision: CL~L~ CatTY P~CEL ~BER: ~ ~ ~ ~D~ ~7 ~&~ Credit Card Holder Name: Billing Address: City: Credit CardType VISA__ MC __ # Exp. Date: TYPE OF WORK: SIZENALUATION: O Residential ~'~ew Conslr. [] Re-roof [] Stove [] Multi-family [] Addition [] Move [] Garage ~__q~_~SF. [] Commercial [] Remodel [] Demolition O Deck 'J SF. ~ $ /SF. = $_ [] Repair [] Sign [] Other TQTALVALUATIQN $ BRIEF DESCRIPTION OF THE PROJECT: Co..~ r/e-~ ;/- COMMERCIAL/RESIDENTIAL: Occupancy Group: ~.,~"'] Occupant Load' ConstmctionWype' No. ofStories: / LotSize:~ ExistmgSq. Ft. Existing lot coverage O % &'Proposed lot coverage 7 % = Total lot coverage ~ % APPROVALS: PLANNING USE ONLY: PLAN: __ BLDG: DPWIh FIRE: ESA/Wetland(s): ra Yes [] No SEPA Checklist required? [] Yes [] No Other: OTHER: BUILDING PERMIT APPLICATION SUBMITTAL: The Building Division can provide you with information on the application and plan submittal requirements if you have questions. VALUATION OF CONSTRUCTION: In all eases, a valuation amount must be entered by the applicant. This figure will be reviewed and may be revised by the Building Division to con-~ly 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 ofperrmt issuance. EXPIRATION 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 107.4 of the Uniform Building Code, current edition). No application can be extended more than once. I hereby certify that I have read and examined this application and know the same to be true and COtTect. I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required ,not thp,~ity's, and that Im. ust obtain such permits prior to work. T:WORMSXAPPS~Buildingpermit wpd Applicanty~_~ ~.~./4~,. . _ Date: DATE: FIRE DEPARTMENT PUBLIC WORKS/ENGINEERING DIVISION LIGHT DIVISION [~1 ENERGY [~l ENGINEERING POLICE DEPARTMENT ADMINISTRATION ~21 CITY CLERK ~ RISK MANAGEMENT [ FROM: PUBLIC WORKS/BUILDING DIVISION/ RE: ADDRESS: l "~'~ NAME/CONTACT: -~ ~,~, PHONE: r_.[ l ? - PERMIT NUMBER: NEW CONSTRUCTION ~1 ADDITION/ALTERNATION 1C'PORT~ (-"'O~~.., Uha~ 11:: -- "l.ti:1C~ 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 03-00000785 Date 11/20/03 1707 S A ST 06-30-00-0-4-4700-0000- COMM NEW CONST 68000 Owner Contractor CITY OF PORT ANGELES PO BOX 1150 PORT ANGELES WA 983620217 RL BATES 106 EAGLE VIEW LN PORT ANGELES (360) 928-3076 FOUNDATION ONLY TYPE V NON-RATED GARAGES, CARPORTS, SHEDS WA 98362 Structure Information Construction Type . . . . Occupancy Type . . . . . Permit Additional desc Sub Contractor Permit Fee Issue Date Expiration Date ELECTRICAL NEW COMMERICAL FEES WAIVED ELECTRIC SERVICE .00 Plan Check Fee 11/20/03 Valuation 5/19/04 .00 o Qty Unit Charge Per .00 178.6000 ECH EL-COM 201-400 NEW SRV FEEDER Extension .00 - -J ~O ~-J l!' I'l ~ t~ ~ ~ ~ Other Fees STATE SURCHARGE 4.50 Fee swnmary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total .00 .00 .00 .00 Plan Check Total .00 .00 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 4.50 4.50 .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 penod 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 Owner (if owner is builder) Date Signature of Contractor or Authorized Agent Date T \PLANNING\FORMS\1102 15 [11/14/2003] BUILDING PERMIT INSPECTION RECORD CALL 417-4815 FOR BUILDING INSPECTIONS. CALL 417-4735 FOR ELECTRICAL 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 I NO FOUNDATION: FOOTINGS WALLS FOUNDATION DRAINAGEIDOWN SPOUTS ELECTRICAL (LIGHT DEPT) SEPARATE PERMIT # ROUGH-IN PLUMBING UNDER FLOOR / SLAB ROUGH-IN WATER LINE (METER TO BLDG) GAS LINE BACK FLOW / WATER AIR SEAL WALLS CEILING I FRAMING JOISTS / GIRDERS SHEAR WALL/HOLD DOWNS WALLS / ROOF / CEILING DRYWALL (INTERJOR BRACED PANEL ONLY) T-BAR INSULATION SLAB WALL / FLOOR / CEILING MECHANICAL HEAT PUMP GAS LINE WOOD STOVE / PELLET / CHIMNEY HOOD / DUCTS PW UTILITIES / SITE WORK (Engmeenng DIVISIon) SEPARATE PERMIT #'s WATERLINE / METER SEWER CONNECTION SANITARY STORM PLANNING DEPT SEP ARA TE PERMIT #'s SEPA PARKING/LIGHTING ESA LANDSCAPING SHORELINE FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCIAL DATE ACCEPTED YES NO ELECTRJCAL - LIGHT DEPT 417-4735 IJ/O .4.! A-or:/ ELECTRJCAL LIGHT DEPT . CONSTRUCTION R W / PW/ CONSTRUCTION - R W. ENGINEERING 417-4807 PW / ENGINEERING FIRE 417-4653 FIRE DEPT PLANNING DEPT 4J7-4750 PLANNING DEPT BUILDING 417-4815 BUILDING T.\PLANNING\FORMS\1 10215 [11/14/2003] CITy OF PORT ANGELES DEPARTMENT OF COI~MUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Nu~be r ..... 03-00000878 Date 9/09/03 Property Address ...... 1707 S A ST ASSESSOR PARCE~ NUMBER: 06-30-00-0-4-4700-0000- Application description . . . COrM NEW CONST Subdivision Na~e ...... Property Zoning ....... Application valuation .... 59000 Owner Contractor ...... structure Information S~ELL ONLY ..... Expiration Date . . 3/00/04 Q Issue Date .... 9/09/03 Valuation .... 0 Expiration Date . . 3/08/04 Permit Fee .... 90.00 Plan Check Fee . . .00 Issue Date .... 9/09/03 Valuation .... 0 Expiration Date . . 3/08/04 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 end examined this application and know the same to be true and correct. All provisions of laws and ordinances~;~ev~ming this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give/3~o~y to violate or cancel the provisions of any state or Iocai law regulating construction or the performance of Sign,[or'of Cont~-'cctor or Authorized Agent Date Signature of Owner (ff owner is builder) Date BUILDING PERMIT INSPECTION RECORD CALL 417-4815 FOR BUILDING 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 . YEsACCEPTEDI NO COMMENTS FDUNI)ATION: FOOTINGS WALLS FOUNI#ATION DRAINAGE ELECTRICAl, (LIGHT DEPT) SEPARATE PERMIT: # PLUMBING UNDER FLOOR / SLAB WATER LINE GAS LINE EACK FLOW / WATER AIR SEAL WALLS CEILING FRAMING JOISTS / GIRDERS SHEAR WALL WALLS / ROOF / CEILING DRYWALL T-BAR INSIJLATION SLAB WALL / FLUOR / CEILING MECHANICAL HEAT PUMP WOOl# STOVE / PELLET / CHIMNEY IIOOD / DUCTS PW UTILITIES / SiTE WORK (Engineering Division) SEPARATE PERMIT #'s: WATERLINE / METER SEWER CONNECTION SANI'FARY STORM PLANNING DEPT. SEPARATE PERMIT #'s SEPA: PARKING/IAGHTING 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 CONSTRI JCTION R.W. / PW/ CONSTRUCTION - R.W. ENGINEERING 417-4807 PW / ENGINEERING FIRE 417-4653 FIRE DEPT. PLANNING DEPT. 417-4750 PLANNING DEPT. BLHLDING 417-4815 l~//0 BUILDING T:SPI_ANNING\FORMS\ 1102.15 [4/2002] CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Page 2 Application Number ..... 03-00000878 Date 9/09/03 Grand Total 1353.66 1353.66 .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 't 80 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 aws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not )resume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of :onstruction. Signature of Contractor or Authorized Agent Date Signature of Owner (if owner is builder) Date T:\PLANNING\FORMS\1102.15 [4/2002] BUILDING PERMIT INSPECTION RECORD CALL 417-4815 FOR BUILDING 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 FOUNDATION: FOOTINGS ROUGH IN WALLS ' ROOF ' CEILING WALL ! FLOOR ' CEILING James Lierly - Drainage at 1Z07 South "A" Wpr~h_gqse '- Page 1 J From: Jim Harper To: James Lierly Date: 12/9/03 3:58PM Subject: Drainage at 1707 South "A" Warehouse The drainage around the building will be addressed by the Dave Ireland and the Light Department after the contractor gets done, since a portion of the problem was created by their activity. Thanks CC: Dave Ireland SPECIFICATIONS, SPECIAL PROVISIONS, AND SUBMITTALS INTRODUCTION/ORDER OF PREFERENCE See Section 1-04.2 of the Standard Specifications for the general order of precedence for inconsistency in the parts of the Contract. In addition, thc order of precedence in thc case of conflicting Specifications, Special Provisions, Submittal Requirements, Plans, Drawings, or other technical requirements of this Project Manual is as follows: 1. Special Provisions as set forth on pages 11I - 1 through III - 31. 2. Submittal Requirements, as listed in Section 1-06.1(1). 3. Project Plans, as set forth in Attachment F. 4. Amendments to the Standard Plans and Specifications issued prior to September 1, 2002, as set forth in Attachment B. 5. Washington State Department of Transportation's (WSDOT) 2002 Standard Specifications for Road, Bridge, and Municipal Construction (English Units), referred to herein as the Standard Specifications. This includes Section 1-99, "APWA SUPPLEMENT." 6. Washington State Department of Transportation's Standard Plans, as referenced on page llI- 1- 7. Attachments (exclusive of the above-mentioned) as listed in the Table of Contents of the Project Manual. STANDARD SPECIFICATIONS This Contract incorporates the Washington State Department of Transportation's Standard Specifications for Road, Bridge, and Municipal Construction 2002 (English Units), referred to herein as the Standard Specifications. Unless otherwise superseded as detailed above, the Standard Specifications describe the general requirements, description, materials, construction requirements, measurement, and payment of work to be completed under this Contract. Section 1-99, "APWA SUPPLEMENT," of the Standard Specifications for Road, Bridge, and Municipal Construction 2002, shall be included and made a part of the Contract Specifications. STANDARD PLANS The Washington State Department of Transportation's Standard Plans for Road, Bridge, and Municipal Construction, up to and including any official changes to these Plans issued through September 1, 2002, are hereby made a part of this Contract. Any conflicts between the Standard Plans and other parts of this Contract will be resolved as stated in the Order of Precedence described above. SPECIAL PROVISIONS The following Special Provisions supersede any conflicting provisions of the Standard Specifications and are made a part of this Contract. The sections referenced in these Special Provisions refer to sections of the Standard Specifications. SUPPLEMENTAL SPECIFICATIONS The Supplemental Specifications are referenced within the Special Provisions and located in Appendix A. CitY of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Elect~c Utility Oil Handling and Warehouse Building Project III-1 April 2003 DIVISION 1 GENERAL REQUIREMENTS 1-01 DEFINITIONS AND TERMS 1-01.3 Definitions Supplement this section with the following: The term "Contract Bond" is understood to be equal to "Performance and Payment Bond" for this project. The term "State" is redefined to mean the City of Port Angeles for this project. The term "Commission" is redefined for this project to mean the City Council of the City of Port Angeles. The term "Secretary" is redefined for this project to mean the Director of Public Works for the City of Port Angeles. The term "Department" is redefined to mean the City of Port Angeles Department of Public Works & Utilities for this project. The terms "Engineer" and "Project Engineer" are redefined for this project to mean the City Engineer for the City of Port Angeles. The terms "Contract" and "Project Manual" are interchangeable. Where the term "Owner" or "Contracting Agency" appears in the Contract Documents (including the Standard Specifications) it shall mean the City of Port Angeles, Depa~hncnt of Public Works, as represented by its authorized officers, employees, or agents. Where the terms "Commission," "Washington Transportation Commission," "Department," "Department of Transportation," "State" or "State of Washington" appear in the Standard Specifications, it shall mean Owner, except "State" shall be construed to mean State of Washington as indicated: 1. When refen-ing to the Washington State DepadmCnt of Transportation Laboratory Manual. 2. Whenever the words refer to Agencies or Department of the State of Washington other than the Washington State Department of Transportation, state sales tax, state employment agencies, state wage rates, and state laws. Where the term "Specifications" appears in the Contract Documents it shall mean the Standard Specifications, Special Provisions, and Supplemental Specifications. City of Port Angelea - Project No, 01~21 215-2191-009 (01/02) Electric Utiliiy Oil Handling and Warehouse Building Project 111-2 dprit 2003 1-02 BlD PROCEDURES AND CONDITIONS 1-02.2 Plans and Specifications Delete and replace with the following: Information as to where Plans and Specifications can be obtained or reviewed will be found in the advertisement for the work placed in the Owner's official newspaper. 1-02.5 Proposal Forms The term "prequalified" is deleted from Section 1-02.5 of the Standard Specifications for this project. 1-02.9 Delivery of Proposal Section 1-02.9 of the Standard Specifications is modified in its entirety for this project to now read as follows: Each proposal shall be submitted in accordance with the instructions outlined in the ADVERTISEMENT FOR BIDS and the INFORMATION FOR BIDDERS AND BIDDER'S CHECKLIST. 1-03 AWARD AND EXECUTION OF CONTRACT 1-03.4 Performance and Payment Bond In accordance with Section 1-03.4 of the Standard Specifications, the Contractor shall execute a Performance and Payment Bond as provided in the Contract. The bond shall specify the surety's name and address and shall include a power-of-attorney appointing the signatory of the bond as the person authorized to execute it. 1-04 SCOPE OF WORK 1-04.3 Project Description Supplement this section with the following: 1-04.3 Description of Work See Advertisement for bid opening instructions. The Electric Utility Oil Handling and Warehouse Building project, which includes the construction of a 40-footby 60-foot by 18-£oot-tall pre-engineered metal building, with associated concrete foundation and other site improvements. The building has a restroom. Site improvements include utility connections, asphalt driveway, and site grading. General project requirements are listed below: Contractor shall furnish, install, start up, and test all materials and equipment. Contractor shall provide complete and operable system, including all miscellaneous hardware and City of Port Angeles - Project No, 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project III-3 April 2003 ancillary items, whether shown or not. All material shall be new and free from defects in material, workmanship, or design. Contractor's use of the premises shall be limited to areas within the fenced site, as necessary to complete the work shown. Construction storage and parking area shall be restored to original condition at end of work. Contractor shall provide all temporary utilities (including power, water, drinking water, restrooms, telephone, etc.) necessary to complete the work. Contractor shall provide security as necessary to protect on-site materials and construction-in-progress. Contractor shall coordinate work activities with Owner to minimize disruptions to Owner's use of the storage areas on southern portion of site. All work shall conform to applicable regulatory and code requirements. Contractor is responsible for obtaining all permits, licenses, and approvals and paying all connection fees. Owner to provide electrical service connection. Contractor shall coordinate connection to meter with Owner. Port Angeles Landfill dumping fees will be paid by City, not the Contractor, for material approved for disposal at that site under this Contract. To receive compensation for disposal of material for which there is a bid item under this Contract, e.g. "Unsuitable Material for Backfill Base", the Contractor must submit weight ticket receipts. 1-04.4 Changes in Work Add the following: All revisions, clarifications, field requests, and field authorizations for construction contracts shall be documented using the "REQUEST FOR INFORMATION" form. A construction contract change order may be initiated by the Contractor, City Inspector, or Architect/Engineer by using the RFI form, PW-404_02. Definitions: 1. RFI: Request for Information (City of Port Angeles' Document PW 404_02) 2. CCO: Construction Change Order (City of Port Angeles' Document PW 404_04) 1-04.11 Final Cleanup Supplement this section with the following: The Contractor shall also clean up the material stockpiles, haul routes, staging areas, storage areas, and such other areas the Contractor has impacted for the duration of this project to the Engineer's satisfaction. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project !II-4 April 2003 1-05 CONTROL OF WORK 1-05.4 Conformity with and Deviations from Plans and Stakes Delete the first paragraph and replace with the following: The City shall provide a minimum of two horizontal/vertical control points for use by the Contractor. The Contractor shall set any construction stakes and marks needed to establish the lines, grades, slopes, and cross-sections to govern his work. The Contractor shall take full responsibility for detailed dimensions, elevations, and slopes. The City reserves thc right to enter the work area to verify the accuracy of all marks and stakes and the accuracy of all excavation and rough grading as needed. 1-05.5 As-Built Drawings New Section As-built drawings arc required to be maintained by the Contractor. The as-built drawings shall be a record of the construction as installed and completed by the Contractor. They shall include all the information shown on the Contract Set of Drawings and a record of all construction deviations, modifications, or changes from those Drawings which were incorporated in the work; all additional work not appearing on the Contract Drawings; all design submittals, including electrical schematics; and all changes which are made aRer final inspection of the contract work. The Contractor shall mark up a set of full-size plans using red ink to show the as-built conditions. These as-built marked prints shall be kept current and available on thc job site at all times, and be made available to the City Engineer upon request. Any changes from the Contract Plans that are made in thc work or additional information that might be uncovered in the course of construction shall be accurately and neatly recorded as they occur by means of details and notes. No construction work shall be concealed until it has been inspected, approved, and recorded. The drawings shall show at least the following: 1. The location and description of any utilities or other installations known to exist and or encountered within the construction area. The location of these utilifies shall include an accurate description, dimensions, and at least two ties to permanent features for all utilities encountered. 2. The location and description of all facilities and appurtenances installed by the Contractor. The location of facilities and appurtenances shall include accurate dimensions and at least two ties to permanent features for all major components, including gate valves. The City of Port Angeles has the right to deny progress payments for completed work if as-built records, as required by this section, are not available on the job site for the work that has been completed by the date of the payment request. Final as-builts shall be delivered to the City Engineer at the time of final inspection for review and approval. As-built drawings must be approved by the City Engineer before final payment will be made. See Submittal Requirements for additional information. 1-05.8 Construction Survey New Section The Contractor shall furnish all land surveys and construction staking necessary for the completion of this project. All survey work shall be laid out and checked by a professional surveyor, licensed by City of Port Angeles Project No. 01-21 215-2191-009 (01/02) Electric Utiliiy Oil Handling and Warehouse Building Project III-$ April 2003 Washington State. The Contractor shall furnish a certificate or document signed by the surveyor, certifying that the completed lines, levels, and elevations are in conformity with the Contract. The Contractor shall verify all lines, levels, and elevations indicated in the Contract before any excavation or construction begins. Any discrepancy shall be immediately brought to the attention of the Engineer and any change shall be made in accordance with his instruction. The Contractor shall not be entitled to any additional payment if he fails to report the discrepancies before proceeding with work within the area affected by the discrepancies. All surveys shall be provided to the Engineer on a compact disk in AUTOCAD.DWG format and on vellum. The cost of work under this section shall not be paid for directly, but shall be considered incidental and included in the prices bid for the appropriate items in the "Proposal." 1-05.10 Guarantees Supplement this section with the following: The Contractor shall guarantee all materials and equipment furnished and work performed for a period of one year fi.om the date of substantial completion. The Contractor shall warrant and guarantee for a period of one year from the date of substantial completion of the system that the completed system is free from all defects due to faulty materials or workmanship, and the Contractor shall promptly make such corrections as may be necessary by reason of such defects including the repairs of any damage to other parts of the system resulting from such defects. The City will give notice of observed defects with reasonable promptness. In the event that the Contractor should fail to make such repairs, adjustments, or other work that may be made necessary by such defects, the City may do so and charge the Contractor the cost thereby incurred. The Performance and Payment Bond shall remain in full force and effect through the guarantee period. Measuremeut and Paymeut All costs associated with this item shall be incidental to the contract prices for the various bid items. The Contractor agrees the above one-year limitation shall not exclude or diminish the Owner's rights under any law to obtain damages and recover costs resulting from defective and unauthorized work discovered after one year but prior to the expiration of the legal time period set forth in RCW 9.16.040 limiting actions upon a contract in writing or liability, expressed or implied, arising out of a written agreement. 1-05.12 Final Acceptance Supplement this section with the following: Progress estimates shall not be construed as acceptance of any work under this Contract. The Owner shall not be barred from requiring the Contractor to remove, replace, repair, or dispose of any unauthorized or defective work or fi.om recovering damages from any such work or material. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utiliiy Oil Handling and Warehouse Building Project 111-6 April 2003 1-06 CONTROL OF MATERIALS 1-06.1 Approval of Materials Prior to Use 1-06.1(1) Qualified Products List (QPL) Delete this section. 1-06.1(1) Submittals, Shop Drawings, Project Data, and Samples New Section Submittal Requirements The following is an index of the sections contained under Submittal Requirements: · SR-01 Material Submittals · SR-02 D. esign Submittals · SR-03 Progress Schedule · SR-04 As-Built Drawings · SR-05 Other Post-Construction Submittals · SR-06 Itemized List of Submittals · SR-07 Submittals Review Form SR-01 Material Submittals The Contractor shall furnish to the City Engineer three copies of all material submittals listed in SR- 06, "Itemized List of Submittals." AIl mater/al submittals or resubmittals shall be accompanied by SR-07, "Submittals Review Form." The location of the specification for each of these items in the Standard Specifications or Special Provisions is indicated in SR-06. If the item description for the material submittal is not the exact brand or model specified in the Contract, then three copies of the manufacturer's descriptive literature, catalog cut-sheets, etc., must also be included with the submittal package. The Contractor shall clearly indicate on all material submittals and copies, the submittal review package number (starting with "1" for the first submittal review package), submittal item number (from SR-06), and the exact item selected. In all cases, the Contractor shall enter the exact brand and model on the "Submittal Review Form" for that particular item. All material submittals shafi be submitted within 28 days alter award of the Contract. The Contractor should allow 14 calendar days from receipt by the City Engineer for review and approval or rejection. For each material resubmittal required, the Contractor should allow an additional 7 calendar days from date of receipt by the City Engineer for review and approval or rejection. Except as provided herein, all requirements of Section 1-05.3, "Plans and Working Drawings," of the Standard Specifications shall apply. NOTE: NO CONSTRUCTION SHALL BE PERFORMED ON ANY PORTION OF THE CONTRACT THAT DOES NOT HAVE APPROVED SUBMITTALS. NO PAYMENT WILL BE MADE FOR DESIGNS INSTALLED WITHOUT APPROVAL AS REQUIRED BY THIS SECTION. Ci{y of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric UliliO, Oil Handling and Warehouse Building Project 111-7 April 2003 SR-02 Design Submittals Three copies of all design submittals and related shop drawings are required. Shop drawings and electrical schematic details shall be of thc size 22 inches by 34 inches. Each design submittal or resubmittal and related shop drawings shall be listed on the "Submittal Review Form" by thc Contractor with an appropriate reference to thc attachments submitred. All design submit'tals shall be stamped by a Professional Engineer registered in the State of Washington. All design submittals are required within 21 days after award of thc Contract. The Contractor should allow 14 calendar days from receipt by the City Engineer for review and approval or rejection. The Contractor shall coordinate with the City for prompt review of the metal building submittal, and any other critical path items. Notify the City and the City's Engineer 3 days prior to submitting critical path submittals. The City will complete review of critical path submittals within 7 days from the date of receipt, when advance notice has been provided as described above. For each design resubmittal required, the Contractor should allow an additional 7 calendar days from date of receipt by thc City Engineer for review and approval or rejection. Thc following arc required Design SubmiRals for this Contract: SR-02.1 Traffic Control Plans See Sccfion 1-10.2(2) of the Standard Specifications, as modified by the Special Provisions, for submittal requirements for Traffic Control Plans. SR-02.2 Metal Building and Foundation Loads See Section 6-03.2. SR-03 Progress Schedule Sec Section 1-08.3, as modified in the Special Provisions, for the submittal requirements for a Progress Schedule and regular updates. SR-04 As-Built Drawings Requirements for maintaining As-Builts for thc work completed under this Contract arc specified in Section 1-05.5. Final As-Builts shall be submitted to the City Engineer at or before the final inspection for review and approval. As-built drawings must be approved by the City Engineer before final payment will be made. SR-05 Other Postconstruction Submittals The Contractor shall furnish the City Engineer with all other postconstmction submittals required by thc Specifications, whether or not listed on the submittal review form. All results of tests the Contractor performs as required by thc Contract for quality assurance such as compaction tests, pressure tests, or bacteriological anaiyscs shall bc submitted to the Project Engineer whether or not thc test meets the performance standards as required by thc Specifications. City of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project 111-8 ~lprit 2003 SR-06 Itemized List of Submittals A summarized list of the submittals reqffxred under this Contract is as follows: Item Applicable No. Description Section Desiqn Submittals 1 Traffic Control Plan(s) 1-10 2 Metal Building/Foundation Loads 6-03 3 Progress Schedule 1-08.3 Material Submittals 4 Various Various Postconstruction Submittals 5 Landfill Weight Tickets 1-04.3 6 Final As-Builts 1-05.5 7 Disinfection Results 7-11 8 Operation & Maintenance Manual 1-06.1 SR-07 Submittal Review Form Fabrication of an item or construction work shall not start before the Engineer has taken action on the shop drawing submittal. Any such work shall be entirely at the Contractor's risk. Submittals, shop drawings, project data, and samples shall be submitted and reviewed in the following The Contractor shall review, stamp with his approval and submit postpaid with such prompl~ess as to cause no delay in his work or in that of any other contractor, the required number of copies of all shop drawings, submittals, schedules, data, and samples required for the work. ALL INAPPLICABLE INFORMATION SHALL BE LINED OR CROSSED OUT. The Contractor shall submit to the Engineer submittals describing the actual materials and equipment to be furnished by the Contractor for this project. The submittals shall include shop drawings, manufacturer's literature, brochures, catalog cuts, and other pertinent data that specify the materials or equipment. The Engineer shall review the shop drawings and will affix the Shop Drawing Review Stamp with notations thereon indicating "No Exceptions Taken," "Make Corrections Noted," "Revise and Resubmit," "Submit Specified Item," or "Rejected." The Engineer will then forward one marked-up copy of the submittal to the Contractor. When shop drawings and/or other submittals are required to be revised or corrected and resubmitted, the Contractor shall make such revisions and/or corrections and resubmit the submittal, drawings, or other material in the same manner as specified above. Except at his own r/sk, the Contractor shall not undertake work covered by the submittal until the submittal is returned to the Contractor, marked "No Exceptions Taken" or "Make Corrections Noted." It shall be the Contractor's responsibility to clearly note on the submittals and shop drawings, and in writing specifically call to the Engineer's attention, any deviations fi.om the Contract Drawings and Specifications. No review of the submittal by the Engineer shall relieve the Contractor of full responsibility, at his own cost and expense, to comply with the Contract Documents unless the deviations are clearly noted and in writing called to the Engineer's attention as above provided, in which event subsequent acceptance by the Engineer in writing shall be authority for the change or changes proposed in the submittal. If corrections are required, the Contmctoo shall make the corrections required by the Engineer and resubmit the same number of corrected copies to the Engineer as indicated above. The Contractor shall direct specific attention in writing, or on resubmitted submittals and shop drawings, to revisions other than the corrections requested on previous submissions. The Engineer will return, to the Contractor, copies of the submittal in the same manner and number as before. Submittals and shop drawings shall give complete information necessary for the fabrication and installation of all the materials and equipment needed to complete the work for this project. Manufacturer's standard details, catalogues, advertising literature, etc., shall not necessarily constitute all of the shop drawings required for any unit or facility. Additional shop details designed for the particular project shall be furnished when required by the Engineer. The Engineer's review of and placement of Shop Drawing Review Stamp on any shop drawing is understood to be an acceptance of the character of the details and not a check of any dimension or quantity and will not relieve the Contractor from responsibility for errors of any sort in shop drawings, data, or schedules, whether or not such e~rors are found by the Engineer in his review of such details. The Engineer's review of and placement of Shop Drawing Review Stamp on any shop drawing will not relieve the Contractor of responsibility for consequences due to deviations from the Contract Documents unless the Contractor has called attention to such deviations in writing at the time of submission and the Engineer accepts such deviations in writing. No changes will be made in any drawing after it has been reviewed except by the consent or direction of the Engineer in writing. Submittal transmittal forms provided by the Engineer shall accompany each and every submittal. A separate form shall be used for each specific item, class of material, equipment, and items specified in separate, discrete sections, for which the submittal is required. Submittals for various items shall be made with a single form when the items taken together constitute a manufacturer's package or are so functionally related that expediency indicates checking or review of the group or package as a whole. A unique number, sequentially assigned, shall be noted on the transmittal form accompanying each item submitted. Original submittal numbers shall have the following format: "XXX"; where "XXX" is the sequential number assigned by the Contractor. Resubmittals shall have the following format: "XXX Y"; where "XXX" is the originally assigned submittal number and "Y" is a sequential letter assigned for resubmittals, i.e., A, B, or C being the first, second, and third resubmittals, respectively. Submittal 25B, for example, is the second resubmittal of submittal 25. City of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Electric Utili~ Oil Handling and Warehouse Building t¥oject III-lO April 2003 If the Contractor proposes to provide material or equipment that does not conform to the Specifications and Plans, the Contractor shall indicate so under "deviations" on the transmittal form accompanying the submittal copies. The Contractor shall prepare the reason for a change, including cost differential, and shall request a Change Order to cover the deviations. Submittals that do not have all the information required to be submitted, including deviations and the required signatures, are not acceptable and will be returned without review. Submit the following to Owner prior to application for final payment: 1. As-Built Drawings: See Section 1-05.5. 2. Operation and Maintenance Manuals (two copies), including manufacturer's installation and operation literature for all equipment, approved shop drawings, and warranties. Clearly indicate the equipment and options provided; strike out inapplicable information. Clearly indicate supplier's name, address, and telephone number for each item. Bind materials in high quality hard cover metal ring binders, labeled with project name, date, Owner's name, site name, and "Operation and Maintenance Manual." Internally subdivide binders with thick stock paper dividers with projecting tabs neatly labeled to indicate section topic. 1-06.1(2) Request for Approval of Material (RAM) Delete this section and replace with the following: 1-06.1(2) Contractor's Responsibility By approving and submitting submittals, shop drawings, and samples, the Contractor thereby represents that he has determined and verified all field measurements, field construction criteria, materials, catalog numbers and similar data, or will do so, and that he has checked and coordinated each submittal with the requirements of the work and of the Contract Documents. A copy of each approved shop drawing and each approved sample shall be kept in good order by the Contractor at the job site and shall be available to the Owner. The Contractor shall be responsible for coordination of submittals among the related crafts and subcontractors. Two submittals of each item requiring samples and/or shop drawings will be reviewed by the Engineer in the regular course of the Contract. However, all subsequent reviews &the same item over two will be reviewed at the expense of the Contractor unless the right to an additional review without charge was previously approved in writing by the Engineer. The Contractor will be billed by the Owner for all costs incurred by the Owner in such review, including but not limited to the Engineer's fees. 1-07 LEGAL RELATIONS AND RESPONSIBILITY TO TIlE PUBLIC 1-07.2 State Sales Tax The work on this Contract is to be performed upon lands whose ownership obligates the Contractor to collect State sales tax l~om the Contracting Agency. The provisions of Section 1 07.2(2) apply. CityofPort~4ngeles ProjectNo. Ol-2I 215-2191-009(01/02) Electric Utility Oil Handling and Warehouse Building Project III-11 April 2003 1-07.6 Permits and Licenses Supplement this section with the following: No hydraulic permits are required for this project unless the Contractor's operations use, divert, obstruct, or change the natural flow or bed of any river or stream, or utilize any of the waters of the State or materials from gravel or sand bars, or from stream beds. If a shoreline permit is required for work under this project, the shoreline permit will be included in this Contract as an attachment. All requirements of the shoreline permit shall be adhered to by the Contractor. All costs related to adhering to the shoreline permit shall be included in the overall cost of the Contract; no additional payment will be made to the Contractor for work required to meet the requirements of the shoreline permit. 1-07.9 Wages 1-07.9(1) General Supplement this section with the following: Current prevailing wage data is included in Attachment A. 1-07.15 Temporary Water Pollution/Erosion Control Supplement this section with the following: At a minimum, permanent and temporary erosion control measures shall be installed as shown on the Plans. The Contractor shall coordinate temporary erosion control measures with the permanent drainage and erosion control work. The Contractor shall prepare an erosion control plan for approval by the Engineer. The plan shall document the Contractor's proposed methods for preventing and controlling erosion and the nmoff of turbid stormwater, methods to prevent tracking of soils and sediments on to streets, and methods to clean up any sediment tracked off site. If the Contractor's erosion control plan results in unacceptable conditions, the Contractor shall revise the plan and implement the revisions at no additional cost to the Owner. Damaged and otherwise improperly functioning portion of silt fence sediment logs or bale dams installed as part of this Contract shall be repaired or replaced by the Contractor at no cost to the Owner, as determined by the Engineer. Temporary and permanent erosion control shall be incidental to the Contract, and the Owner will provide no additional payment other than that identified in the bid form. 1-07.17 Utilities and Similar Facilities Supplement this section with the following: Locations and dimensions shown in the Plans for existing facilities are in accordance with available information obtained without uncovering, measuring, or other verification. Public and private utilities, or their contractors, will furnish all work necessary to adjust, relocate, replace, or construct their facilities unless otherwise provided for in the Plans or these Special City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehottse Building Project 111-12 April 2003 Provisions. Such adjustment, relocation, replacement, or construction will be done during the prosecution of the work for this project. The Contractor shall call the Utility Location Request Center (One Call Center), for field location not less than two nor more than ten business days before the scheduled date for commencement of excavation that may affect underground utility facilities, unless otherwise agreed upon by the parties involved. A business day is defined as any day other than Saturday, Sunday, or a legal local, state, or federal holiday. The telephone number for the One Call Center for this project is 1-800-424-5555. The Contractor is alerted to the existence of Chapter 19.22 RCW, a law relating to underground utilities. Any cost to the Contractor incurred as a result of this law shall be at the Contractor's expense. No excavation shall begin until all known facilities in the vicinity of the excavation area have been located and marked. The following addresses and telephone numbers of utility companies known or suspected of having underground facilities within the project limits are supplied for the Contractor's convenience: 1. Qwest Communications (telecommunications) 635 Oakridge Drive Port Angeles, WA 98362 Telephone: 360-452-2184 2. City of Port Angeles - Department of Public Works & Utilities (water, sewer, stormwater, power) 321 East Fifth Street Port Angeles, WA 98362 Telephone: 360417-4807 (Underground utility location assistance) 3. Northland Cable Television (cable TV) 725 East First Street Port Angeles, WA 98362 Telephone: 360-452-8466 1-07.18 Public Liability and Property Damage Insurance Section 1-07.18 of the Standard Specifications is deleted in its entirety and replaced with Sections 6 and 7 of the City's standard Public Works Contract in Part II of the Project Manual. 1-07.23 Public Convenience and Safety Supplement this section with the following: The construction safety zone for this project is 10 feet from the outside edge of the traveled way. During nonworking hours, equipment or materials shall not be within the safety zones unless it is protected by permanent guardrail or temporary concrete barrier. The use of temporary concrete barrier shall be permitted only if the Engineer approves the installation and location; however, the construction safety zone of 10 feet must be adhered to as stated above. City ofPort Angeles Project No. 01-21 215-2191-009(01/02) Electric Utility 00 Handling and Warehouse Building Project III- 13 April 2003 During the actual hours of work, unless protected as described above, only materials absolutely necessary to construction shall be within the safety zone and only construction vehicles absolutely necessary to construction shall be allowed within the safety zone or allowed to stop or park on the shoulder of the roadway. The Contractor's nonessential vehicles and employees private vehicles shall not be permitted to park within the safety zone at any time unless protected as described above. Adjacent roadways and sidewalks shall be cleaned of construction debris at the end of each work day, or sooner if there is an unanticipated adverse impact on the safety of the traveling public. Deviation from the above requirements shall not occur unless the Contractor has requested the deviation/n writing and the Engineer has prov/ded written approval. In addition to the requirements of Section 1 07.23(1) of the Standard Specifications, the following provisions shall apply: 1. There shall be no delay to medical, fire, police, or other emergency vehicles with flashing lights or sirens. The Contractor shall alert all taggers and personnel of this requirement. 2. The Contractor shall notify the Engineer at least one work day in advance of the need to restrict parking witlYm the project limits. The Engineer will notify the Police Department of the required restricted parking. 3. Prior to cutting across driveways and business or parking accesses, the Contractor MUST NOTIFY ALL OWNERS AT LEAST 24 HOURS IN ADVANCE. 4. Every effort shall be made to limit restrictions to access of businesses to short periods of time. The Contractor may be required to address business access concerns on short notice. Modification(s) to the Contract to compensate the Contractor for changes due to access concems shall only be made if such change results in an impact on the delivery schedule of more than one day and/or a significant change in labor or equipment requirements. Traffic control shall be incidental to the Contract, and the Owner will provide no additional payment other than that identified in the bid form. 1-08 PROSECUTION AND PROGRESS 1-08.0 Preliminary Matters (APWA Only) 1-08.0(1) Preconstruction Conference (APWA Only) Amend this section as follows: The Owner will provide the Contractor with five copies of the Contract Documents. A preconstmction conference may be held within 10 days afier the Contract Award. Ci(y of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Electric UtiliO~ Oil Handling and fFarehouse Building Praject Iii- 14 ,4pri12003 1-08.0(4) Weekly Construction Meetings (APWA Only) New Section The following are requested to attend the weekly construction meetings: City Representatives: Project Engineer(s), Department of Public Works Construction Inspector(s), and Engineer (if required). Contractor Representatives: Project Manager (Superintendent) and Major Subcontractors (metal building supplier, etc.) when working on site, and Project Foreman. The agenda will vary with the work completed and upcoming, but will generally follow this format: schedule, upcoming work, problems encountered/corrected, testing, regulatory and environmental issues, and measurement and payment. The schedule shall be updated weekly for the construction meeting. Any changes to the Contractor's plans shall be given to the City at these meetings. 1-08.3 Progress Schedule Supplement this section with the following: The Contractor shall prepare and submit to the Engineer a Critical Path Method (CPM) schedule, in both electronic and hard copy format. The CPM shall include all aspects of the Contract, incluffmg procurement of materials, construction, testing, submittals, and inspection. The Contractor shall develop the CPM using the most current version of SureTrak software by Primavera Systems, Inc., which shall be capable of operating in a Windows NT environment. The SureTrak soltware shall be accompanied by "Claim Digger (HST sol, ware)" for Windows NT. Three licensed copies of each software program shall be provided to the Engineer before or with the submittal of the baseline CPM schedule. The Contractor shall submit, within 21 calendar days of award of the Contract, three sets of complete CPM time-scaled logic diagrams on 22-inch by 34-inch sheets with accompanying schedule reports. An electronic copy shall also be submitted. The schedule diagrams shall show activity numbers, descriptions, early-start dates, float, and all relationships. The diagrams shall also show the sequence, order, and interdependence of activities in which the work is to be accomplished. The Contractor shall submit to the Engineer updates to the CPM schedule every two weeks. At the same time, the Contractor shall also provide a written narrative report describing current status and identifying potential delays. This report shall, at a minimum, state whether the Contract is on schedule, note any milestones that will not be met, and comment on the project's current critical path as it relates to previously submitted critical path. The CPM software, CPM deliverables, and associated training shall be incidental to the Contract, and the City will provide no additional payment for work related to developing and maintaining the CPM schedule as required in this Contract. City ofPort Angele* - Project No. 01-21 215-2191-009 (01/02) Electric Utili(y Oil Handling and Warehouse Building Project II1-15 April 2003 1-08.4 Notice to Proceed and Prosecution of the Work (APWA Only) Amend thc third sentence to read: Thc Contractor shall commence construction activities on the Project Site within 10 calendar days of the date specified in the Notice to Proceed. 1-08.5 Time for Completion (APWA Only) Supplement this section and replace with thc following: Time is of thc essence in the performance of this Contract and in adhering to the time frames specified herein. The Contractor shall commence work within 10 calendar days after Notice to Proceed bom thc City, and said work shall bc physically completed within 100 working days after said Notice to Proceed, unless a different time frame is expressly provided in writing by thc City. If said work is not completed within thc time for physical completion, the Contractor may bc required at the City's sole diserction to pay to thc City liquidated damages as set forth in the Project Manual, for each and every day said work remains uncompleted after thc expiration of thc specified time. 1-09 MEASUREMENT AND PAYMENT 1-09.1 Measurement of Quantities Supplement this section with thc following: The Contractor shall submit a comprehensive breakdown of items constituting each lump sum price in a supplemental schedule of unit prices and shall show the value assigned to each item, including an allowance for overhead and profit. Submittal shall bc within 10 days of receipt of Notice to Proceed (no later than the preconstruction conference in accordance with Section 1-08.1(1), Prcconstruction Conference [APWA Only]). Upon acceptance of thc supplemental schedule of unit prices by thc Engineer, thc supplemental schedule of unit prices shall bc used as the basis for all requests for payment of lump sum items except for mobilization. 1-09.9 Payments (APWA Only) Supplement this section with thc following: The Contractor shall submit payment requests with a completed Application for Payment form, an example of which is included in Part IV of thc Project Manual for this Contract. This form includes a lien waiver certification, and shall be notarized before submission. Applications for payment not signed or notarized shall be considered incomplete and ineligible for payment consideration. The cutoff day for quantity measurements will be the 30th of each month. If the 30th falls on a weekend or holiday, the Friday previous will be the cutoff day. 1-10.2(1) Traffic Control Management The third sentence of the first paragraph is revised to read: The Contractor may designate the project superintendent as the TCS. City of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Elect~c Utility Oil Handling and Warehouse Building Project III- 16 April 2003 1-10.2(2) Traffic Control Plans The first sentence of Section 1-10.2(2) is to be replaced with the following: The Contractor shall develop a traffic control plan necessary for their method of performing the work, and submit it to the Engineer for approval before any work involving the plan begins. No work shall occur that alters existing traffic control before approval of the plan. The plan shall be in accordance with this section, the Standard Plans, and the Manual on Uniform Traffic ControlDevices (MUTCD). Costs associated with the development of the traffic control plan(s) shall be incidental to contract prices. 1.10.3(3) Construction Signs Supplement this section with the following: All signs reqtitred by the approved traffic control plan(s) as well as any other appropriate signs prescribed by the Engineer shall be furnished by the Contractor. The Contractor shall provide the posts or supports and erect and maintain the signs in a clean, neat, and presentable condition until the necessity for them has ceased. All nonapplicable signs shall be removed or completely covered with metal, plywood, or an Engineer-approved product specifically manufactured for sign covering during periods when they are not needed. When the need for these signs has ceased, the Contractor, upon approval of the Engineer, shall remove all signs, posts, and supports from the project; and they shall remain the property oftha Contractor. All signs lost, stolen, damaged, or destroyed shall be replaced at the Contractor's expense. All signs shall utilize materials, and be fabricated in accordance with, Section 9-28. All signs shall be constructed of Type I or II reflective background sheeting unless otherwise noted in the Plans. If it is necessary to add weight to signs for stability, only a bag of sand that will rupture on impact shall be used. The bag of sand shall (1) be furnished by the Contractor, (2) have a maximum weight of 40 pounds, and (3) be suspended no more than 1 foot from the ground. The condition of the signs shall be new or "Acceptable" as defined in the book Quality Standards for }VorkZone Traffic ControlDevices. The Engineer's decision on the condition ora sign shall be final. The book Quality Standards For I~'ork Zone Traffic Control Devices is available by writing to the American Traffic Safety Service Association, 5440 Jefferson Davis Highway, Fredericksburg, Virginia22407; telephone: 703-898-5400, FAX: 703-898-5510. Signs, posts, or supports that are lost, stolen, damaged, destroyed, or which the Engineer deems to be unacceptable while their use is reqt/~red on the project, shall be replaced by the Contractor without additional compensation. Cost for signs shall be incidental to other project bid items. END OF DIVISION 1 Cit~ of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project III-1 7 ~lpri12003 DIVISION 2 EARTHWORK 2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS 2-02.5 Payment Supplement this section with the following: Payment for removal of structures and obstructions shall be incidental to the Contract, and the Owner will provide no additional payment other than that identified in the bid form. 2-09 STRUCTURE EXCAVATION 2-09.1 Description 2-09.1(1) Site Conditions New Section This section summarizes site conditions. Appendix B contains copies of the project geotectmical reports. Northwest Territories, Inc (NTI) completed a test pit investigation at the site on August 27, 2001. Key conclusions of the investigation are: Soil stratigraphy is 2 feet of import gravel base over native from silty sand/silty gravel. Unsuitable fill containing wood debris is present in some locations to depths of 6 feet. Soils were moist, but no groundwater was encountered. Import gravel base and native soils are suitable foundation materials for the proposed building. Allowable bearing pressure is 1,500psf subject to Footnote 2 of Table 18-I-A of the Uniform Building Code CtJBC). Lateral bearing pressure is 150 psf per foot of depth below natural grade subject to Footnote 3 of Table 18-I-A of the UBC. Unsuitable material where encountered should be removed and replaced with clean suitable soils excavated from on site, or "aggregate for gravel base" (WSDOT 9-03.10, except that requirements for stabilometer R value and swell pressure do not apply). On September 4, 2001, NTI completed soil density tests on the import gravel base in the area of the proposed building. Results indicated percent compaction ranging from 93.7 to 97.0 percent. Maximum dry density ranged from 129.8 to 134.4 pounds per cubic foot (pcf). 2-09.3(1)B Depth of Excavation Excavate unsuitable foundation material as required to achieve compaction or as directed by the Engineer. City of Port Angeles - project No. 01-21 215-2191-009 (01/02) Elect~c Utility Oil Handling and Warehouse Building Project II1-18 April 2003 2-09.3(1)C Removal of Unstable Base Material Supplement this section with the following: Unsuitable material where encountered should be removed and replaced with clean suitable soils excavated from on site, or "aggregate for gravel base" (WSDOT 9-03.10, except that requirements for stabilometer R value and swell pressure do not apply). Obtain written approval of foundation soils from Owner following excavation for structures (prior to backfilling). 2-09.3 Construction Requirements 2-09.3(1)D Disposal of Excavated Material Supplement this section with the following: Dispose of unsuitable or excess soil material at the City of Port Angeles landfill. Port Angeles Landfill dumping fees will be paid by the City, not the Contractor, for material approved for disposal at that site under this Contract. To receive compensation for disposal of material for which there is a bid item under this Contract, e.g. "Unsuitable Material for Backfill Base", the Contractor must submit weight ticket receipts. 2-09.4 Measurement Supplement this section with the following: "Structure Excavation and Backfill" shall not be measured (lump sum). "Excavation and Backfill of Unsuitable Material" shall be measured by the cubic yard, based on truck counts as documented in a log maintained by the Contractor indicating, for each shipment, the date, time, truck number, driver's name, plan area of container, depth of material in the container, and calculated volume of material in the container. The Conl~'actur shall measure the physical dimensions and volume of each haul container to be used, and submit this information to the Engineer prior to loading unsuitable material. The Owner or Engineer shall be present at all times when unsuitable material is loaded. Loaded material shall be leveled in the truck to aid in determining material depths in the container. Haul containers shall be regular rectangular shapes. Containers with irregular shapes and depths shall not be allowed. 2-09.5 Payment Supplement this section with the following: "Structure Excavation and Backfill", per lump sum. This work shall include all earthmoving, grading, excavation, and backfill not specifically listed elsewhere. "Excavation and Backfill of Unsuitable Material", per cubic yard. END OF DMSION 2 City of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project III- 19 April 2003 DIVISION 5 SURFACE TREATMENTS AND PAVEMENTS 5-04 ASPHALT CONCRETE PAVEMENT 5-04.4 Measurement Supplement this section with the following: "Asphalt Concrete Pavement (including excavation, backfill, and subgrade preparation)" shall not be measured (lump sum). 5-04.5 Payment Supplement this section with the following: "Asphalt Concrete Pavement (including excavation, backfill, and subgrade preparation)", per lump sum. END OF DIVISION 5 City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project 111-20 ~4pri12003 DIVISION 6 STRUCTURES 6-02 CONCRETE STRUCTURES Delete Section 6-02 in its entirety end replace with the following: 6-02 CONCRETE STRUCTURES 6-02.1 Description This section covers concrete formwork, concrete reinforcement, end cast-in-place concrete. 6-02.2 Construction Requirements 6-02.2(1) Concrete Formwork Comply with the requirements in "Section 03100, Concrete Formwork" of thc Supplemental Specifications, Appendix A of this Contract. 6-02.2(2) Concrete Reinforcement Comply with thc requirements "Section 03200, Concrete Reinforcement" of the Supplemental Specifications, Appendix A of this Contract. 6-02.2(3) Cast-in-Place Concrete Comply with thc requirements "Section 03300, Cast-In-Place Concrete" of the Supplemental Specifications, Appendix A of this Contract. 6-02.3 Vacant 6-02.4 Measurement "Concrete end Reinforcement" shall not be measured (lump sum). 6-02.5 Payment "Concrete end Reinforcement", per lump sum. City of Port Angele~ - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and ~Varehot~se Building Project [[1-21 April 2003 6-03 STEEL STRUCTURES Delete Section 6-03 in its entirety and replace with the follo~ving: 6-03 PRE-ENGINEERED BUILDING 6-03.1 Description This section covers the pre-engineered metal building. 6-03.2 Construction Requirements Comply with the requirements of Section 13121, "Pre-Engineered Building," of the Supplemental Specifications, Appendix A of this Contract. 6-03.3 Related Components 6-03.3(1) Oil Resistant PVC Liner Material shall meet PVC Geomembrane Institute Standards and be completely free of holes, punctures, and other defects. Oil resistance shall be "Pass" per ASTM D471. Field joints and/or seams are not allowed. Prepare subgrade by rolling and removing rocks and debris. Do not drive equipment on liner or liner backfill. 6-03.3(2) Doors and Windows Doors shall be 18-gauge steel, foam insulated, with matching steel frame and aluminum threshold, three mortised 4.5-inch hinges, flexible vinyl/rubber gasket and floor sweep, pre- drilled for standard cylindrical lock set and deadbolts. Primed and coated with two coats oil- based semi-gloss enamel, same color as building. Owner will provide and install lockset, deadbolt, and strikeplate. Overhead coiling (roll-up) door shall be designed for 80 mph wind speed, exposure C, with interlocking roll-formed slats of galvanized steel with prime coat and 0.6-mils-thick (minimum) polyester powder finish coat, same color as building. Door shall have vinyl bottom seal, bottom galvanized steel angles, continuous steel wall angles, finish trim, helical torsion spring designed for 20,000 cycle life, 24-gauge hood, and heavy-duty slide bolt suitable for large padlock. Provide electric door opener, UL listed, 120 VAC single phase, for 0.5 to 1 foot per second movement. Electhc opener shall be controlled by wall switch, and remote wireless operator (provide five remote control actuator units), and sensing edge or photobeam at door bottom to stop/reverse door movement if obstruction is present. Install and adjust door for smooth operation per manufacturer's recommendations. Provide one-year-minimum warranty. Overhead Door Company 610 Series, Cookson Company, or equal. Coordinate door location with metal building supplier to provide structural framing around door perimeter. Window shall be double-pane frosted glass, low E, vinyl frame, half-opening side slider, with interior latch and bug screen, 0.40 U-Factor minimum, Milgard or equal. Bottom sill 42 inches above finished floor. CiO' of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project 111-22 April 2003 Louvers shall be heavy-duty painted aluminum, wall mount, 24 inches by 24 inches, 4 inches deep, with 35-to 45-degree angle blades, with inside-mounted insect screen. Provide concrete splash pads at each downspout, minimum 6 inches by 18 inches. 6-03.4 Measurement Supplement this section with the following: "Pre-Engineered Metal Builc~mg" shall not be measured (lump sum). "Oil Resistant PVC Liner and Cushion Layers" shall not be measured (lump sum). 6-03.5 Payment Supplement this section with the following: "Pre-Engineered Metal Building", per lump sum. Payment shall be full compensation for all submittals, labor, material, and equipment for supplying and installing the building and all appurtenances and ancillary equipment not covered by other bid items. "Oil Resistant PVC Liner and Cushion Layers", per lump sum. END OF DMSION 6 City of Port ,~ngeles - project No. 01-21 215-2191-009 (01/02) Electtffc Utility Oil Handling and Warehouse Building Project I11-23 ~tp~l 2003 DIVISION 7 DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-15 SERVICE CONNECTIONS 7-15.3 Construction Requirements Supplement this section with the following: Potable water piping and fittings shall be copper with lead-free soldered joints. Hose bibs shall be bronze. 7-15.3(2) Testing and Disinfection New Section Pressure test and disinfect potable water lines in accordance with City of Port Angeles standards. 7-15.4 Measurement Supplement this section with the following: "Water System" shall not be measured (lump sum). 7-15.5 Payment Supplement this section with the following: "Water System", per lump sum. 7-18 SIDE SEWERS 7-18.3(3) Testing Supplement this section with the following: Clean and pressure test side sewer line in accordance with City of Port Angeles standards. 7-18.4 Measurement Supplement this section with the following: "Sewer System" shall not be measured (lump sum). 7-18.5 Payment Supplement this section with the following: "Sewer System", per lump sum. END OF DIVISION 7 City of Port Angeles - Project No. 01-21 215-2191~009 (01/02) Elect~c Utility Oil Handling and l~arehouse Building Project [][-24 ,~pri! 2003 DIVISION 8 MISCELLANEOUS CONSTRUCTION 8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL 8-20.1 Description 8-20.1(2) Industry Codes and Standards Supplement this section with the following: Electrical equipment, materials, and installation methods shall conform to all applicable local and state codes as well as the editions of the following in effect on the date of issuance of the Contract Documents: 1. National Electrical Code (NEC). 2. National Electrical Safety Code (NESC). 3. Washington State Industrial Safety and Health Administration (WlSHA). Equipment shall conform to the applicable standards of ANSI, EIA, IEEE, and NEMA. The revisions of these standards in effect on the date of issuance of the Contract Documents shall apply. UL listing is required for all equipment and materials where such listing is offered by the Underwriters Laboratories. Safety labeling and listing by other organizations, such as ETL Testing Laboratories, may be substituted for UL labeling and listing if acceptable to the authority having code enforcement jurisdiction. 8-20.3 Construction Requirements Supplement this section with the following: General Electrical service classification is "unclassified." Contractor's Expense: Obtain and pay for all required bonds, insurance, licenses, permits, and inspections, and pay all taxes, fees, and utility charges that will be required for the electrical construction work. Provide equipment with service entrance labels in those cases where the NEC requires such labels. Series short circuit ratings for protective devices are not allowed. The electrical drawings are diagrammatic; exact locations of products shall be determined in the field by the Engineer. Submit all electrical/instrumentation systems and components for favorable review by the Engineer. Submittal documents shall be complete with table of contents, material/component list, catalog cuts, City of Port Angeles Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project 111-25 April 2003 layout drawings, I/O lists, elementary control diagrams, loop diagrams, wiring diagrams, and panel elevation drawings showing all component layouts (interior and exterior). Submit in writing to the Engineer details of any proposed changes in or departures from these Contract Documents, along with the reasons therefor. Make no changes or departures without the prior written favorable review of the Engineer. All low-voltage conductors shall be copper, Type THWN. Cable manufacturer shall be Okonite, Cablec, or equal. All wiring not concealed in walls shall be in RGS conduit. Twisted Shielded Pairs (TSP) shall be UL-listed Type 1227 cable with two No. 16 AWG tinned- copper conductors, 2-inch or shorter lay, stranded tinned-copper drain wire, and 100 percent foil shield. Insulation shall be PVC/nylon rated 90 degrees C, 600 volt. Provide Alpha 5616B1601, or equal. Panel boards shall be rated copper bus, 240 VAC, 10,000 amp RMS symmetrical. Enclosure shall be rated NEMA 1. Circuit breakers shall be rated 10,000 amp RMS symmetrical at 120/240 volt. Minimum circuit breaker width shall be 1 inch and tandem breakers shall not be used. Branch breakers used for lighting circuits shall be UL listed as SWD rated. Circuit breakers indicated as having ground fault circuit interrupters (GFCI) shall be Class A type. Branch breaker positions shall not be used for main breakers. Units shall have key latch doors with common keying and typed directory card. Units shall be Square D Type QO with QO circuit breakers, equivalent Bryant with BR circuit breakers, or equal. Circuit breakers shall have indicating handles with ON, OFF, and TRIPPED indication. They shall have inverse-time-current characteristic action. All multiple-pole circuit breakers shall be designed so that an overload on one pole causes all poles to open. Circuit breakers shall meet NEMA AB 1. Circuit Breaker Schedule: Provide breakers per NEC. At minimum, provide separate breakers as follows: 1. Warehouse lighting, row 1. 2. Warehouse lighting, row 2. 3. Warehouse lighting, row 3. 4. Warehouse ventilators. 5. Warehouse rollup door. 6. Warehouse outlets. 7. Warehouse outlets. 8. Warehouse miscellaneous lighting. 9. Restroom lighting. 10. Restroom fan, outlet, and accessories. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utiliiy Oil Handling and Warehouse Building Project 111-26 April 2003 11. Restroom water heater (120 volt). 12. Restroom wall heater. 13. Four (4) spare 15-amp breakers. Receptacles shall be 15 amp, 125 volt, or as shown on the Drawings, per NEMA 5-20. Color shall be brown in industrial areas and ivory or white in office and other areas. Devices shall have nylon composition face with a nylon or melamine body. Units shall comply with Federal Specification W.C. 596 and UL 498. Line voltage switches shall be rated 15 amp at 277 VAC. Units shall be quiet-operating type. Handle color shall be brown in industrial areas and white or ivory in office and other areas. Units shall conform to Federal Specification W.S. 896, UL 20, and NEMA WD1. Device plates shall be of the style and color to match the wiring devices. Plates shall conform to NEMA WD 1, UL 514, ANSI C73, and Federal Specification W.P. 4552. Lighting Building light (L1) shall be Ruud Lighting model Low Bay CJ1645, 240 volt, pulse start, metal halide, 450 watt, or equal, with hook, cord, and plug mount. Aluminum die-cast ballast housing with thermal chimney separating ballast core and coil from capacity and other components. Painted aluminum reflector, totally enclosed, full gasket between lens and frame. Molded acrylic prismatic reflector. Slide splice box connector. UL listed. Mount on 3/4-inch-diameter RGS conduit. Building light (L2) shall be 100-watt, incandescent, wall-mount type, with metal housing and polycarbonate lens, 120 volt, UL listed. Restroom wall light (L3) shall be decorative metal strip type, approximately 6 inches by 16 inches by 1 inch thick, with three 40-watt-minimum bulbs, chrome finish, no glass or decorative covers. Install 80 inches above finished floor. Restroom ceiling light (L4) shall be dome type with glass bowl cover, one 60-watt bulb minimum, chrome finish. Smoke detectors shall be photoelectric sensor type, alarm (85 decibels minimum at 10 feet), 120 VAC powered, battery backup; interconnect all detectors for simultaneous activation. Exit signs shall be 120 VAC, with 1.5-hour-minimum battery backup, UL 924 listed, 6-inch-high letters, steel housing, LED light. Mount 6 inches above top of door frame. 8-20.4 Measurement Supplement this section with the following: "Electrical System" shall not be measured (lump sum). 8-20.5 Payment Supplement this section with the following: "Electhcal System", per lump sum. City of Port Angeles Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project 111-27 April 2003 8-30 PRODUCTS AND EQUIPMENT NEW SECTION 8-30.1 Description This section covers miscellaneous products and equipment required for the project, to include complete and operable installations o£ all products and equipment. 8-30.2 Products and Construction Requirements Required products and equipment are listed below: Restroom Toilet shall be standard porcelain-ceramic floor-mount type, 14.5-inch height, white, with gravity tank, 1.6 gallons per flush, ADA compliant. Bolt to floor, 18 inches above finished floor. Toilet grab bars shall be 1.5-inch-diameter stainless steel, with mounting flanges, 24 inches long, 34 inches above finished floor. Toilet paper holder shall be metal, chrome finish, holding one standard roll on spring loaded removable rod, 24 inches above finished floor. Mirror shall be 18 inches wide by 36 inches tall, with stainless steel trim frame. Bottom of mirror to be 40 inches above finished floor. Sink shall be standard porcelain-ceramic wall-mount type, approximately 19 inches by 19 inches by 8 inches high, white, standard sink and drain openings, front overflow to drain, two self-draining soap ledges, and hanger bracket. Provide internal wall support as necessary. Provide standard removable plastic "P" trap. Top of sink 34 inches above finished floor. All components shall be ADA compliant. Sink faucet shall be cartridge design, single-handle type, chrome-plated brass, 1/2-inch NPT, 6-inch spout length minimum, with lever handles and chrome pop-up drain plug. ADA compliant. Instantaneous water heater shall be electric tankless type; 120 VAC single phase; 41 degree F temperature rise at 0.5 gpm flow; 3,000 watt; UL listed. Minimum 12 inches off floor. Eye wash shall be "through-the-wall" type, wall mounted, galvanized steel, with large push paddle actuator, meeting ANSI Z358.1-1998 standards. Piping shall automatically drain to prevent freezing. Route dram line to restroom floor drain. McMaster-Carr No. 9120T56 or equal. Eye wash shall be 42 inches above finished floor. Provide green/white eye wash identification sign; mount on wall above eye wash. Floor drain shall be flush type, cast iron, with grate, flange for concrete embedment, and threaded drain fitting. Restroom wall heater shall be electric, 120 VAC single-phase; wall-mount recessed type; 1,500 watt; with adjustable temperature thermostat and overheat safety shutoff; UL listed. Bottom of heater 12 inches above finished floor. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project 111 28 .4pri12003 Potable water piping insulation shall be 1/2 inch thick, closed-cell foam, fire resistant, diameter to fit pipe; Thermacell, Rubatex, or equal. Insulate hot water lines and sink drain line. Backflow preventer shall be bronze, twin check valve type, with ball valve shutoff at each end, high- capacity pressure-relief valve, 175 psi rated and certified by ASSE Standard 1013, AWWA Standard C506, and CSA Standard B64, meeting Washington State standards. Route vents to building exterior. Backflow preventer shall be 12 inches above finished floor. Restroom fan shall be ceiling-mount type, with decorative intake cover, 50 cfm minimum, 4 sones maximum, 120-VAC single-phase motor, UL listed. Use 4-inch aluminum duct to vent to building exterior. Provide metal exhaust cover with automatically-closing louver. Signs Signs shall be aluminum (or as noted), minimum size 10 inches by 14 inches, red/black legend on white background unless otherwise noted, mounted 66 inches high (interior), and 84 inches high (exterior). Signs shall include the following: 1. "Danger - Combustible Liquids", each side of building, interior and exterior. 2. "Danger - No Smoking or Open Flames", each side of building, interior and exterior. 3. "Authorized Personnel Only", each entry door and adjacent to roll-up door. 4. Federal Regulatory PCB Mark ("Caution, Contains PCBs, A toxic environmental contaminant requiring special handling and disposal in accordance...etc."), each side of building, interior and exterior (black on yellow). 5. Standard NFPA Hazard Diamond Mark indicating the following: Health = 0, Fire = 1, Reactivity = 0, Specific = Blank; each entry door and adjacent to roll-up door (fiberglass, 10 inches by 10 inches). 6. "Turn on ventilation system when handling oils", north side of building interior adjacent to ventilation system switch (laminated plastic white on red, minimum 1-inch-high letters, overall size as required). 7. "Dump No Waste to Drain", 18 inches above finished floor, adjacent to restroom floor drain (laminated plastic, white on red, minimum 1-inch-high letters, overall size as required). 8. "[Insert Building Address - Obtain from City]", 8 feet above ground, on building exterior, on the entrance side (aluminum with road-sign-grade paint or vinyl, black on white, minimum 6-inch-high letters, block style, overall size as required). Ventilation Powered ventilator shall be upblast centrifugal type; 1,200 cfm minimum at 0.5-inch wc static pressure; 18 sones (70 dBa) or less; constructed of aluminum or galvanized steel with aluminum or galvanized steel roof curb (minimum 8-inch high, 26-gauge minimum); and bug screen. Powered by 120-VAC single-phase motor, continuous-duty rated, UL listed. Ventilator shall exhaust air from building. Cook ACRU-B, or equal. City of Port Angeles Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project 111-29 April 2003 Air duct shall be 24-gauge galvanized steel. Dampers shall be manually adjustable with handle on duct exterior. Double wrap seams with aluminum foil tape, 2 mils. Duct supports shall be galvanized steel secured to structural building members, minimum 6 feet on-center and at duct ends. Duct shall be rigidly supported and not vibrate or "oil-can" when fan is operating. Provide egg-crate grill with opposed damper blades for air intakes. Other Provide three fire extinguishers. One Class A type, 20-pound capacity. Two 40-B type for Class B flammable liquid fires ("Purple-K"). Sentry, Amerex Corp, or equal. Locate as directed by Owner. 8-30.3 Installation and Testing Install equipment and materials in accordance with manufacturer's recommendations, utilizing ancillary materials and products as recommended. In presence of Engineer and Owner, test all equipment for proper operation and correct deficiencies. Provide 72 hours of advance notice of readiness for testing. 8-30.4 Measurement "Restroom, Restroom Equipment, and Ventilation System" shall not be measured (lump sum). 8-30.5 Payment "Restroom, Restroom Equipment, and Ventilation System", per lump sum. END OF DIVISION 8 City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project 111-30 April 2003 2001 Washington State Nonresidential Energy Code Compliance Form 2001 Washing{on Sh3te Nonresidential Energy Code Compliance Forms Revised June 2002 KJM ~roject 1~o Project Address city of l~o~t a.~aele. Date 4/21/2003 Electric Utility Oil Sandlin9 For Building Department Use Applicant Name: Applicant Address: Applicant Phone: IProject Description I[] New Building [] Addition [] ,~JteratJon [] Change of Use I[] Prescriptive [] Component Performance [] ENVSTD 2.1 [] Systems Compliance Option (See Decision F owchart (over) for qua ftc, at ons) (4.0 not acceptable) Analysis Space Heat Type ~) Electric resistance C) All other (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-I. G],azin§ Area (2a]cu],ation (rough opening) Gross Exterior Note: Below grade walls may be included in the(vertical & overhd) divided by Wall Area times 100 equals % Glazing Gross Extodor Wail Area ii they are insutated to ~ + "5~oo X 100 = ~ .7._~ °/o the level required for opaque walls. O yes Chec~ here if using this option and if project meets all re(~uirements for the Concrete/Masonry Concrete/Masonry Option ~ no assembly below. Envelope Requirements (enter values as applicable) Opaque ConcrstelMasonPff Wall Requirements Fully heated/cooled space Insulation on interior - maximum U-factor is 0.19 Minimum insulation R-values insulation on exterior or Integral - maximum U-factor is 0.25 Roofs Over Attic If project qualifies for Concrete/Masonry Option, list walls All Other Roofs 1~- 3 0 with HC ~ 9.0 Btu/ff2-°F below (other walls must meet Opaque Wall requirements). Use descriptions and values Opaque Wallst ~,-19 from Table 20-5b in the Code. Below Grade Walls Wall Description U-factor Floors Over Unconditioned Space _ (including insulation R-value & position) Slabs-on-Grade Radiant Floors - Maximum U-facfors Opaque Doors Vertical Glazing 0.4 0 0 Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing Semi-heated apace 2 Minimum Insulation R-values Roofs Over Sem-Heated Spaces2 t. Assemblies with metal framing must comply with overall U-factors 2. Refer to Section 1310 for qualitications and requirements Notes: Restroom is heated. Warehouse is not heated. 2001 Washington State Nonresidential Energy Code Compliance Form 2001 Washington State Nonresidential Energy Ccde COmpliance Fo~ns Revised June 2002 F~JM Decision Flowchar~ [ Use this flowchart to determine if project qualifies for the optional Prescriptive Option. for Prescriptive OptionI If not, either the Component Performance or Systems Analysis Options must be used. t 302 Space Heat Type: For the purpose of detemlining builcling envelope~- ~ Etscblc Reststance: Space heating Systems which use eleCtric resistance requirements, [he following two categories comprise all space heattsg iypes: ~' ~TAI~T ~ elements as the pdmary heating system i~c~uding baseboard, radiant, and Yes NO Yes Prescriptive ~.'-"--~ No Path Allowed Systems Analysis Required Concrete/Masom7 Option* Wall Heat Capacity (HC) *If the area weighted heat Assembly Description Assy.Tag HC** Area (sf) HC X Ama capacity (HC) of a/~. the totat above grade wall is a minimum of 9,0, the Concrete Masonry Option may be used. **For framed HC=I.0 unless calculations are )ravided; for all other walls, use Totals Section 1009. Area weighted HC: divide total of (HC x area) by Total Area ___2001 Washington ~ State _ . 2001 Washington State Nonreside~l~ial Enemy Code Compliance Forms Revised June 2002 KJM City of Port Angeles'1Date Project Address 4/21/2003 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 Component Information Required on Pans Notes (yes, no, n.a.) Section GENERAL REQUIREMENTS (Sections 1301-1314) ~ ~, . 1301 Scope Unconditioned spaces identified on plans if allowed 1302 ~pace heat typo: If "Other'', indicate on plans that electdc resistance heat is not allowed n.a. 1310.2 ~emi-heated spaces Semi-heated spaces identified on plans if allowed 1311 nsutafion yes 1311.1 haul, instellatlon Indicate densities and clearances yes 1311.2 ~oof/ceiling insul. Indicate R-value on roof sections for attics and other roofs; Indicate clearances for attic insulation; indicate baffles if eave vents installed; S - Indicate face stapling of faced barfs yes t 311.3 Nail insulation ~ndicate R-value on wall sections; indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; S-2 'Indicate Ioose-ffil core insulation for masonry wal~s as ne<ess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTDi n. a. 1311.4 =loor insulation ndicate R-value on floor sections; ndicate substantial contact with sun'ace; ndicate supports not more than 24" o.c.; ndicate that insulation does not block airflow throuRh foundation vents n.a. 1311.5 ~lab-on-grade floor ndicate R-value on wall section or foundation detail; ndicate slab insulation extends down vertically 24" from top; ndicate above ,qrade extedor insulation is protected n.a. 1311.6 ~ediant floor ndicate R-value on wall section or foundation detail; ndicate slab insulation extends down vertically 36" from the top; ndicate above grade exterior insulation is protected; ndicate insulation also under entire slab where req'd, by Official n.a. 1312 $1azing and doors ~rovide calculation of glazing area (including both vertical vertical and overhead) as pement of ~ross wall area yes 1312,1 I-factors ndicate glazing and door U-factors on glazing and door schedule (provide area-weighted calculations as necessary); ndicate if values are NFRC or default, if values are default s - then specify frame type, glazing layers, gapwidth, Iow-e coatin,qs~ gas fillings ~. a. 1312.2 SHGC & SC ndicate glazing solar heat gain coefficient or shading coefficient on gtez[ng schedule (provide area-weighted calculations as necessary) 1313 %loisture control ~es 1313.1 Vapor retarders Indicate vapor retarders on warm side ~'es 1313.2 Rcof/ceiling yap.ret. Indlcate vapor retarder on rcof section; Indicate vap. retard, with sealed seams for non-woad struc. r'es 1313.3 A/all vapor retarder Indicate vapor retarder on wall section res 1313.4 Floor vapor retarder indicate vapor retarder on floor section S - 1 r~. a. 1313.5 Crawl space vap. ret. indicate six mil black polyethylene overlappod 12" on ground 1314 Air leakage ~es 1314.1 Bldg. envel, sealing Indicate sealing, caulking, gasketing, and weatherstripping ~-2 ~e~ 1314.2 Glazing/door sealing Indicate weatherstripping ~-2 ~. a. 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) Fas Envelope Sum. Form Completed and attached. Provide ENVSTD 2.1 screen 1 output if necessary 2001 Washington State Nonresidential Ener, Code Compliance Form Envelope - General Requirements '131'1 Insulation Prod uct samples used for U-factor determinations shall be production line units or representative of units as purchased by '1311.'1 Installation Requirements: All insulation materials the cor~umar or contractor. Unlabeled glazing and doors shall shall be installed according to the manufacturer's instructions be assigned the default U-factor in Section 2006. to achieve proper donsities, maintain clearances, and maintain uniform R-values. To the maximum extent possible, insulation t3'12.2 Solar Heat Gain Coefficient and Shading shall extend over the full component area to the intended R- Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determ ined, certified and labeled in accordance with the value. National Fenestration Rating Council (NFRC) Standard by a t31'1.2 Roof/Ceiling Insulation: Open-blown or poured loose- certified, independent agency, licensed by the NFRC. fill insulation may be used in attic spaces where the slope of Exception: Shading ccefficients (SC) shall be an the ceiling is not more than 3/12 and there is at least thirty inches of clear distance from the top of the bottom chord of the acceptable alternate for compliance with solar heat gain coefficient requirements. Shading coeffidents truss or ceiling joist to the underside of the sheathing at the roof ridge. When eave vents are installed, baffling of the vent for glazing shall be taken from Chapter 27 of Standard RS-27 or from the manufacturers test data. openings shall be provided so as to deflect the incoming air above the surface of the insula§or~ '13'13 Moisture Control Where lighting fixtures are recessed into a suspended or '13'13.'1 Vapor Retarders: Vapor retarders shall be installed on exposed grid ceding, the roof/ceiling assembly shall be the warm side (in winter) of insulation as required by this insulated in a location other than directly on the suspended section, ceiling. Exception: Vapor retarder installed with not more Exception: Type lC rated recessed lighting fixtures, than 1/3 of the nominal R-value between it and the Where installed in wood fram lng, faced batt insulation conditioned space. shall be face stapled. '13'13.2 Roof/Ceiling Assemblies: Roof/ceiling assemblies '131 '1.3 Wall Insulation: Exterior well cavities isolated during where the ventilation space above the insulation is less than framing shall be fully insulated to the levels ofthe surrounding an average of twelve inches shall be provided with a vapor walls. When installed in wood framing, faced batt insulation retarder. Roof/ceiling assemblies without a vented airspace, where neither the roof deck nor the roof structure are made of shall be face stapledi wood, shall provide a continuous vapor retarder with taped Above grade exterior insulation shall be protected, seams. 1311.4 Floor Insulation: Floor insulation shall be installeq in Exception: Vapor retarders need not be provided a permanent manner in substantial contact with the surface where ail of the insulation is installed botween the being insulated. Insulation supports shall be installed so roof membrane and the structural roof deck spacing is not mom than twenty4our inches on center. Installed insulation shall not block the ainlow through '13'13.3 Walls:Walls separating condifioned space from foundation vents, unconditioned space shell be provided with a vapor retarder. 13'1 t.5 Slab-On.Grade Floor: Slab-on-grade insulation '13t3.4 Floors: Floors separating conditioned space from installed inside the foundation wall shall extend downward from unconditioned space shall be provided with a vapor retarder. the top of the slab a minimum distance of twenty4our inches or '13'13.5 Crawl Spaces: A ground cover of six mil (0.006 inch to the top of the footing, whichever is less. Insulation installed thick) black polyethylene or approved equal shall be laid over outside the foundation shall extend downwerd a minimum of the ground within crawl spaces. The ground cover shall be twenty-fear inches or to the frostline, whichever is greater, overlapped twelve inches minimum at the joints and shall Above g~ede insulation shall be protected, extend to the foundation wall. Exception: For monolithic slabs, the insulation shall Exception: The ground cover may be omitted in extend downward from the top of the slab to the crawl spaces if the crawl space has a concrete slab bottom of the footing, fi(or with a minimum thickness of three and one-half '13'1'1.6 Radiant Floors (on or below grade): Slab-on-grade inches. insulation shall extend downwerd frem the top of the slab a 13'14 Air Leakage minimum distance of thirty-six inches or downward to the top of 13'14.'1 Building Envelope: The requirements of this sec~on the footing and horizontal for an aggregate of not lass than shall apply to building elements separating conditioned from thirty-six inches, unconditioned spaces. Exterior joints around windows and If required by the building official where soil conditions door frames, openings between wells and foundation, between warrant such insulation, the entire area of a radiant floor shall walls and roof and wall panels; openings at penetrations of be thermally isoleted from the soil. Where a soil gas control utility services through walls, floors, and roofs; and all uther system is provided below the radiant floor, which results in openings in the building envelope s hall be sealed, caulked, increased convective flow below the radiant floor, the radiant gasketod, or weatherstripped to limit air leakage. floor shall be thermally isolated from the sub-floor gravol layer. '13'14.2 Glazing and Doors: Doors and operable glazing · 1312 Glazing and Doors separating conditioned from unconditioned space shall be '13'12.1 Standard Procedure for Determination of Glazing weatherstdpped. Fixed windows shall be tight fitting with glass and Door U-Factors: U-factors for glazing and doors shall be retained by stops with sealant er caulking all around. determined, certified and labeled in accordance with Standard Exception: Openings that are required to be fire RS-31 by a certified independent agency licensed by the resistant National Fenestration Rating Council (NFRC). Compliance t3'14.3 Building Assemblies Used as Ducts or Plenums: shall be based on the Residential or the Nonresidential Model Buikting assemblies used as ducts or plenums shail be sealed, Size. caulked, and gasketed to limit air leakage. 2001 Washington State Nonresidential Energy Code Compliance Form 2001 Washingto~ State Nonresidential Energy Code Compliance Forms June 2002 - KJM Project In~o Project Address city o~ Port ~'.~'eze. Date 4/21/2003 Appticant Name: Applicant Address: Applicant Phone: Project Description Restroom - Electric Wall Heater and Exhaust Fan E~riefly describe mechanicat Warehouse _ Exhaust Fans system type and features. [] Includes Plans Include documentation requiring compliance with cemmissioning requirements, Section 1416, I Compliance Option ~) Simple System C) complex system (~ Systems Ana[ysis (See Dec s on F owchar~ (over) for qua fications. Use separate MECH-SUM for simple & complex systems.) I Equipment Schedtlles The following information is required to be incorporated with the mechanical equipment schedules on the p ans. For projects w thout pans, fi n the required nformation below. Cooling Equipment Schedule Equip. Capacity~ USA CFM SEER iD Brand Name~ Model No.~ Btu/h Total CFM or Econo? or EER iPLV~ Location Heatin~ Equipment Schedule Equip. I Capacity~ USA cfm ID Brand Name~ Model No.1 Btu/h Total CFM or Econo? Input Btuh Output Btuh Efficiency4 Wall ~/A ~/A 5100 N/A N/A 5100 5100 100,000 Fan Equipment Schedule Equip, ID Brand Name~ Model No.~ CFM Sp~ HP/BHP Flow Controls Location of Service ~/A N/A 50 0.60 ~/A Switch R~troom West ."ook ACRU-B 1200 0.50 0.25 Switch Handling ~lf available. 2 As tested according to Table 14-1A through 14-1G. 3 If required. 4 COP, HSPF, Combustion Efficiency, or AFUE, as applicable. 5 Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (Va). 2001 Washington State Nonresidential Energy Code Compliance Form System Description If Heating/Cooling [] Constant vol? [~ Air cooled? [] Packagedsys? [] <54,000Btuh See Section 1421 for full description or Cooling Only: [] Split system? [] Economizer included? or 1900 cfm? of Smple System qua ficat ons, f Heating On y: [] <5000 cfm? [] <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. ' Yes Yes, Yes ~ No r Use Complex Reference '~ · Systems Section 1430j Complex Systems Refer to MECH-COMP Mechanical Complex Systems for assistance in detsrmJning which Comp ex Systems requ foments are app cable to th s project. 2001 Washington State Nonresidential Energy Code Compliance Form Project Address HVAC REQUIREMENTS (Sections 1401-1424) yes I IS~,e,c..t~.ni..Ca/orm Completed and attached. Equipment schedule w,th types, ~ERVICE WATER HEATING AND HEATED POOLS (Sections 1440-1454) If "no" is circled for anv auestion, provide explanation: 2001 Washington State Nonresidential Energy Code Compliance Form 14t 1 .'1 General: Equipment shall have a minimum pedormance at the microprocessor controls that minimize supple~nental heat usage d~ldng start-up, set-up, and defrost conditions. These controls shall anticipate specified rating conditions not ~ess than the values shOWn in Table 14-1A need for heat and use compression heating as the first stage of heat. through 14-1G. If a nationally recognized cec~ification program exists for a Controls shall indicate when suppiernental heating is being used through 2001 Washington State Nonresidential Energy Code Compliance Form 2001 Washington State Nenresidentia~ Energy Code Compliance Forms Revised June 2002 - KJM Project Info Project Address c~-ty of ~orc xngex.. Date 4/21/2003 For Building Department Use Applicant Name: Applicant Address: Applicant Phone: Project Description [] New Building [] Addition [] Alteration [] Plans Included Refer to WSEC Sect on 1513 for controls and commissioning requirements. (~) Prescriptive O Lighting Power Allowance O Systems Analysis Compliance n,,,q~y..on (See Qualificat on Checkl st over. ndica e Proscriptive & LPA spaces cleady on plane.) Alteration Exceptions [] No changes are being made to the lighting (check appropriate box) [] Less than 60% of the fixtures are new, and installed lighting wattage s not be ng increased Maximum Allowed Lighting Wattage (Interior) Location Allowed leer/room no.) Occupancy Description Watts per ft2 ** Area in ft2 Allowed x Area ~arehouse 0tl Handl/ne 1 · 50 2348 · 0 3522 · 0 · * From Table 15-1 (over} - document all exceptions on form LTG-LPA Total Allowed Watts 3563.6 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 (Interi~ot-)st all fixtures. For exempt lighting, not exception and leave Watts/Fixture blank. Location Number of Watts/ Watts ~oor/room no.} Fixture Description Fixtures Fixture Proposed Maximum Allowed Lighting Wattage (Exterior) Open Parking 0.2 W/It2 Proposed_ Lightingv v Wattage (Exterior) the default table in the NREC Technical Reference Manual ma also be used. 2001 Washington State Nonresidential Energy Code Compliance Form Prescriptive Spaces Occupancy: O Warehouses, storage areas or aircraft storage hangers I~) Other (~ua]J~ication Checklist Lighting Fixtures: [] Check here if at least 95% of fixtures in the space meet all four cdtada: Note: If occupancy type Js "Other~ and f~ture answer is checked, the number of fixtures in 1. Fixtures am fluorescent, non-lensed, with only one or two tamps, and the space is not limited by Code. Cleady indicate these spaces on plans. If P~t 2. Lamps are T-l, T-2, T~., T*5, T-6, T-8 3. Lamps are 5-50 Watts, and qualified, do LPA Calculations. 4. Ballasts are electronic ballasts 5. Exit lights < 5 watts/fixtura 6. Screw-in compact fluorescent fixtures do not qualify TABLE '15-1 Unit Lighting Power Allowance Use~ L~A~ Use' LPA' Painfin,q~ weiding~ carpentry, machine shops 2.3 Police and fire stations" 1.5 Barber shops, beauty shops 2.0 Atda (atriums) 1.0 Hotel banq ueVconference/exhib~tion hall 2.0 Assembly spacas", auditoriums, gymnasia", heaters 1.0 Laboratories 2.0 Group R-I common areas 1.0 Aircraft repair hangars 1.5 process plants 1.0 Cafeterias, fast food establishments~ 1.5 Restaurants/bars° 1.0 ~ Factories, workshops, handling areas 1.5 Locker and/or shower facilities 0.8 Gas stations, auto repair shops" 1.5 Warehouses", storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries~ 1.5 RetailTM. retail banking 1.5 Nursing homes and hotal/motal guest rooms 1.5 Parking garages See Section 1532 Wholesale stores (pallet rack shelving]) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings (Group E occupancy only), 1.35 Main floor building lobbiesJ (except ma~l 1.2 school classmoms~ day care centers concourses) Laundries 1.3 Common areas, corddora, toilet facilities and 0.8 .~. washrooms, elevator lobbies Oft'=e buildings, office/administrative areas in 1.2 facilities of other use types (including but not limited to schools hospitals, institutions, museums, banks, churches)l.?.lr Footnotes for Table '18-1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowanco shall be determined by the building official. This detarminafion shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Includes pump area under canopy. 7) In cases in which a lighting plan is submitted for only a portion of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas, as herein defined do not include mall concourses. 8) For the fire engine room, the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the cour~ area is 2.6 watts per square foot. 10) Display window illumination installed within 2 feet of the window, lighting for free-standing display where the lighting moves with the display, and building showcase illumination where the lighting is enclosed within the showcase ara exempt. An additional 1.5 w/ft2 of merchandise display luminairas are exempt provided that they comply with all three of the following: a) located on ceiling-mounted track or directly on or recessed into the ceiling itseff (not on the wa[i). b) adjustable in both the horizontal and vertical axes (vertical axis only is accaptable for fluorescent and other flxturas with two points of track attachment). c) fitted with tungsten halogen, fluorascent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 2001 Washingtonv State Nonresidential _ Code Compliance. Form 2001 Washington State Nonresident/al Energy Cc~e Compliance Forms Revised June 2002 - KJM Project Address c~.~. o~ ~,or~ ~gez~s IDate 4/21/2003 The following information is necessary to check a lightin9 permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. App'icebi"ty I C°de I I Location Building Department (yes, no, n.a.) Section Component Information Required on Pans Notes LIGHTING CONTROLS (Section 1513) yea 1513.1 Localcontrol/access Schedule with type, indicatalocations ¢-1 r,.a. 1513.2 Area controls Maximum limit per switch r,.a. 1513.3 Daylight zone control Schedule with type and features, indicetelocations yes ve~cal glazing Indicate vertical glazing on plans $- 1 :~. a. overhead glazing Indicate overhead glazing on plans :~.a. 1513.4 Display/exhib/special Indicate separate controls I'~. ~.. 1513.5 Exterior shut-off Schedule with type and features, indicate location rz. a. (a) timer w/backup Indicate location · . a. (b) photocell. Indicate location 13.O.., 1513.6 Inter. auto shut-off Indicate location r*. a. 1513.6,1 (a) occup, sensors Schedule with type and locations r~. a. 1513.6.2 (b) auto. switches Schedule with type and features (back-up, oven'ide capabilityl Indicate size of zone on plans 4 1513.7 Commissioning Indicate requirements for lighting controls commissioning yes Lighting Sum. Form Completed and attached. Schedule with fixture types, attache d lamps, ballasts, watts per fixture n.a. I IElec motor efficiency I MECH-MOT or Equipment Schedule with hp, rpm, efficiency ] I if "no" is circled for any question, provide explanation: 2001 Washin State Nonresk Lighting - General Requirements '1513.5 Automatic Shut-Off Controls, Exterior: Exterior lighting not intended for 24-hour continuous use shall be 1513 Lighting Controls. Lighting, including exempt lighting in automatically switched by timer, photocell, or a combination of Section 1512, shall comply with this section. Where occupancy timer and photocell. Automatic time switches must also have sensors am cited, they shall have the features listed in Section program back-up capabilities, which prevent the loss of 1513.6.1. Where automatic time switches are cited, they shall program and time settings for at least 10 hours, if power is have the features listed in Section 1513.6.2. interrupted. 15'13..1 Local Control and Accessibility: Each space, t513.6 Automatic Shut-Off Controls, Interior: Office enclosed by walls or ceiling-height partitions, shall be provided buildings greater than 5,000 sq. ff. and all school classrooms with lighting controls located within that space. The lighting shall be equipped with separate automatic controls to shut off controls, whether one or more, shall be capable of turning off the lighting during unoccupied hours. Automatic controls may all lights within the space. The controls shall be readily be an occupancy sensor, time switch, or other device capable accessible, at the point of entry/exit, to personnel occupying or of automatically shutting off lighting. using the space. EXCEPTIONS: EXCEPTIONS: The following lighting controls may be 1. Areas that must be continuously illuminated, or centralized in remote locations: illuminated in a manner requiring manual 1. Lighting controls for spaces which must be used operation of the lighting. as a whole. 2. Emergency lighting systems. 2. Automatic controls. 3. Switching for industrialor manufacturing process 3. Controls requiring trained operators, facilities as may be required for production. 4. Controls for safety hazards and security. 1513.6.1 Occupancy Sensors: Occupancy sensors shall be 1513.2 Area Controls: The maximum lighting power that may capable of automatically turning off all the lights in an area, no be controlled from a single switch or automatic cqntrel shall not more than 30 minutes after the area has been vacated. exceed that which is provided by a twenty ampere circuit loaded to not more than eighty percent. A master control may t5'13.6.2 Automatic Time Switches: Automatic time switches be installed provided the individual switches retain their shall have a minimum 7 day clock and be capable of being set capability to function independently. Circuit breakers may not for 7 different day types per week and incorporate an automatic be used as the sole means of switching, holiday "shut-off' feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. EXCEPTIONS: Automatic time switches shall also have program back-up 1. Industrial or manufacturing process areas, as capabilities, which prevent the loss of program and time may be required for production, settings for at least 10 hours, if power is interrupted. 2. Areas less than five percent of footprint for footprints over 100,000 square feet. Automatic time switches shall incorporate an over-ride switching device which: 15'13.3 Daylight Zone Control: All daylighted zones, as defined in Chapter 2, both under overhead glazing and a) is readily accessible; adjacent to vertical glazing, shall be provided with individual b) is located so that a person using the device can see the controls, or daylight-or occupant-sensing automatic controls, lights or the areas controlled by the switch, or so that the which control the lights independent of general area lighting, area being illuminated is annunciated; and c) is manually operated; Contiguous daylight zones adjacent to vertical glazing are d) allows the lighting to remain on for no more than two hours allowed to be controlled by a single controlling device provided when an over-ride is initiated; and that they do not include zones facing more than two adjacent e) controls an area not exceeding 5,000 square feet or 5 cardinal orientations (i.e. north, east, south, west). Daylight percent of footprint for footprints over 100,000 square feet, zones under overhead glazing more than 15 feet from the whichever is greater. perimeter shall be controlled separately from daylight zones '15'13.7 Commissioning Requirements: For lighting controls adjacent to vertical glazing, which include daylight or occupant sensing automatic controls, EXCEPTION: automatic shut-off controls, occupancy sensors, or automatic Daylight spaces enclosed by walls or ceiling time switches, the lighting controls shall be tested to ensure height partitions and containing 2 or fewer light that control devices, components, equipment and systems are fixtures are not required to have a separate switch for calibrated, adjusted and operate in accordance with approved general area lighting, plans and specifications. Sequences of operation shall be '15'13.4 Display, Exhibition, and Specialty Lighting functionally tested to ensure they operate in accordance with Controls: All display, exhibition, or specialty lighting shall be approved plans and specifications. A complete report of test controlled independently of general area lighting, procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. SECTION 03100 CONCRETE FORMVgORK PART 1 - GENERAL 1.01 QUALITY ASSURANCE A. Standards: 1. Recommended Practice for Concrete Formwork, ACI 3,;7. 2. Chapter 26, Uniform Building Code. 3. U.S. Product Standard PS 1 for Plywood. 4. Standard Grading and Dressing Rules No. 16 of thc West Coast Lumber Inspection Bureau. 1.02 PRODUCT DELIVERY, STORAGE, AND HANDLING A. On delivery to job site, place materials in area protected from weather. B. Store materials aboveground on framework or blocking and cover with protective waterproof covering providing for adequate air circulation or ventilation. C. Handle materials to prevent damage. PART 2 - PRODUCTS 2.01 MATERIALS A. Plywood: New or in new condition, B-B Plyform Class 1 "Exterior" grade plywood, 5/8-inch- minimum thickness. B. Steel Panels: Flat steel sheet or plate of sufficient thickness, or braced sufficiently, to prevent noticeable deflection from pressure of concrete. Steel forms galvanized and/or coated to prevent rust and staining. C. Framing, Studding, and Bracing: "Standard" or "Construction" grade West Coast Species lumber. D. Form Ties: Prefabricated rod of thc cone-type snap-tie configuration; or approved threaded internal disconnecting type to resist all imposed loads of freshly-placed concrete, and permit tightening and spreading of forms. Plastic cone snap-ties shall break back 1 to 1-1/2 inches. E. Form Coating: Lacquer, plastic, or epoxy coating, or nonstaining form oil that will not impair the bonding quality for final fmish of the painting or protective coating. Coatings containing mineral oils or other non-drying ingredients will not be permitted. City of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A- 1 April 2003 Section 03100 - Concrete Formwork F. Shores and Falsework: Standard patented, manufactured shores, or sound commercial construction lumber. G. Chamfer Strips: Chamfer strips (for all exposed edges) 3/4-inch, 45-degree bevel wood strips or reusable plastic triangular strips. PART 3 - EXECUTION 3.01 DESIGN OF FORMWORK A. Design formwork to safely support vertical and lateral loads that might be applied until such loads can be supported by the concrete structure. Carry vertical and lateral loads by formwork system to ground or to in-place consh'uction that has attained adequate strength for that purpose. B. Design forms and falsework to include assumed values of live load, dead load, weight of moving equipment operated on formwork, concrete mix, height of concrete drop, vibrator frequency, ambient temperature, foundation pressures, s~'esses, lateral stability, and other factors pertinent to safety of structure during construction. C. Provide shores and struts with positive means of adjustment capable of talcing up formwork settlement during concrete placing operations, using wedges or jacks or a combination thereof. Provide trussed supports when adequate foundations for shores and struts cannot be secured. D. Form facing materials shall be supported by structural members spaced to prevent deflection. Design camber in formwork as required for anticipated deflections. E. Design formwork to be readily removable withou~ impact, shock, or damage to cast-in-place concrete surfaces and adjacent material. F. Keep oil or other agents from getting on reinforcing steel, embedded items, or other surfaces requiring bond with concrete. 3.02 LAYOUT OF FORMWORK A. Locate and stake out all forms and establish all lines and levels and elevations. 3.03 CONSTRUCTION OF FORMS A. Formwork- General: 1. Before concrete is placed in any form, verify horizontal and vertical form position and correct all inaccuracies. Complete all wedging and bracing in advance of placing of concrete. 2. When setting form ties, leave no metal to remain in wall closer than 1 inch from surface. Ties shall fit tight to prevent mortar leakage at holes in forms. Ties shall be protected fi.om rusting at all times. No wire ties or wood spreaders will be permitted. Cutting ties back fi.om concrete face will not be permitted. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and }garehouse Building Project .~-2 ~lp~12003 Section 03100 - Concrete Formwork 3. At construction joints, anchor forms by using an adequate number of form ties in the new pour a few inches from the construction joints. Do not rely on ties adjacent to the joint used in previous placements. AIl joints horizontal and vertical. 4. For exposed concrete, forms shall be of new plywood, metal panel, or approved panel materials, smooth, and continuous. 5. For unexposed concrete, forms shall be plywood, metal, boards, or approved material. Boards, nominal l-inch-minimum thickness, sound and tight, commercial construction lumber, shiplapped or tongue-and-grooved, dressed on at least one side and both edges for tight fit. Plywood, metal, or approved material equal to or better than board surface. B. Chamfered Comers: 1. All corners chamfered 3/4 inch, unless shown otherwise on Drawings. Provide 45-degree, triangular moldings in forms for all chamfering required. C. Inspection and Cleanout Openings: Provide inspection and cleanout openings at the bottom of all forms for columns, pilasters, walls over 8 feet in height, and for forms for/rregularly-shaped placement where cleaning and inspection from the top would be impractical. D. Coordination: Coordinate the installation of all items to be inserted or embedded in concrete. Support all items to maintain accurate alignment and prevent distortion during concrete placement. E. Cleaning: All dirt, chips, sawdust, mud, water, and other foreign matter shall be removed from within the forms or within the excavated areas before any concrete is deposited therein. 3.04 NOTIFICATION AND INSPECTION A. Pr/or to placing of any concrete, and after placement of reinforcing steel in the forms, notify the Engineer at least 24 hours in advance of placing concrete to permit inspection. 3.05 DEFECI'IVE WORK A. Any form movement or deflection during construction or finished surface variations in excess of the tolerances specified will be basis for rejection of cast-in-place product and requirement for replacement of same. 3.06 REMOVAL OF FORMS A. Do not remove forms and supports until concrete has attained sufficient strength to support anticipated loads. B. Use methods of form removal that will not cause overstressing of the concrete. Remove supports to permit the concrete to uniformly and gradually take the stress due to its own weight. Do not use high-impact methods to remove supports. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A-$ April 2003 Section 03100- Concrete Formwork 3.07 REUSE OF FORMS A. Any reused form for exposed concrete work shall be reconditioned to "like new" condition. Any reused form shall be cleaned, repaired, and recoated before each reuse. 3.08 BLOCKOUTS A. Where pipes, castings, or conduits pass through the walls, place such pipes or castings in the forms before pouring the concrete; or, in special cases, with the express consent of the Engineer, or as specified, build accepted boxes in the forms to make cored openings for subsequent insertion of such pipes, castings, or conduits. Provide boxes or cores with slight flare to facilitate grouting and the escape of entrained air during grouting. END OF SECTION 03100 CiO' of Port Angeles - Project No. O1-21 215-2191-009 (01/02) Electric UtiliO' Oil Handling and ~Yarehouse Building Project A-4 ,4pri12003 Section 03100 - Concrete Formwork SECTION 03200 CONCRETE REINFORCEMENT PART 1 - GENERAL 1.01 QUALITY ASSURANCE CONTROL A. Manual of Standard Practice for Detailing Reinforced Concrete Structures, ACI 315. B. Manual of Standard Practice, Concrete Reinforcing Steel Institute. 1.02 SUBMITTALS A. Placing drawings, bending, and cut-sheet schedules. B. Mill test reports for each shipment of reinforcement shall be submitted to the Engineer for review. C. All wall reinforcement to be shown in elevation on the Shop Drawings. 1.03 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Deliver reinforcement to project site in bundles marked to coordinate with placement Drawings. B. Handle and store to prevent contamination from dirt, oil, and other materials that will affect bond. C. Store a minimum of 6 inches above ground and in locations where the material will not be subject to abuse. PART 2 - PRODUCTS 2.01 MATERIALS A. Reinforcing Bars: Unless specified otherVase, all bars for concrete reinforcement deformed, and meet requirements ASTM Designation A615, Grade 60, "Billet Steel Bars for Concrete Reinforcement." B. Welded Wire Fabric: Steel, conforming to ASTMA185, 65-ksi yield-strength. Supply in sheets; rolls are not acceptable. C. Tie Wire: Steel, black annealed, 16 gauge minimum. D. Reinforcing Bar Supports: Per CRSI Manual of Standard Practice, Chapter 3, pregalvanized or plastic coated. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building project ~1-5 April 2003 Section 03200 - Concrete Reinforcement PART 3 - EXECUTION 3.01 INSTALLATION A. Placement and Tolerances: Conform to CRSI Manual of Standard Practice. B. Splices: 1. Do not splice bars except at locations shown or noted on the Drawings or as otherwise approved. 2. Tie lap splices securely with wire to prevent displacement of splice during placement of cOnCTC~C. C. Cleaning: Remove dirt, grease, oil, loose mill scale, excessive rust, and foreign matter that may reduce bond with concrete. D. Protection During Concreting: Keep reinforcing in proper position during concrete placement. E. Concrete Cover: Maintain minimum concrete cover over reinforcement as specified in ACI 318 or as noted. END OF SECTION 03200 City of Port Angeles- Project No. 01-21 215-2191.009 (Ol/02J Electric Utility Oil Handling and Warehouse BuiMing Project A-6 April 2003 Section 03200- Concrete Reinforcement SECTION 03300 CAST-IN-PLACE CONCRETE PART 1 - GENERAL 1.01 QUALITY ASSURANCE A. Materials and work shall conform to thc requirements of standards and recommended practices required in this section. In conflicts between industry standards, required standards, and this specification, or this specification and the local building code, thc more stringent requirement shall govern. B. Standards: 1. Concrete is designed and controlled by the latest edition of the following: a. ACI 301, Specifications for Structural Concrete for Buildings. b. Field Reference Manual (ACI Publication SP-15). 2. Contractor shall have available in the field office a copy of the ACI Field Reference Manual SP-I$. This field reference manual is a compilation of AC1301 and selected ACI and ASTM references listed in that specification. C. Evaluation and Acceptance: Strength level of concrete will be satisfactory if 90 percent of strength test results and averages of all sets of three consecutive strength test results equal or exceed specified strength and not more than 1 test result in 100 is below specified strength by more than 500 psi. D. Concrete Test Cylinders: 1. The Owner may retain the services of an independent testing laboratory to perform the following: a. Prepare a minimum of three test cylinders for each location (slab, wall, etc.) for each day's placement or each 100 cubic yards, whichever is less. b. Test set of three cylinders as follows: 1) One atTdays. 2) Two at 28 days. c. Prepare and test cylinders per ASTM C31 and C39. City of Port Angeles - Project No. O1-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A-7 April 2003 Section 03300- Cast-In-Place Concrete E. Prior to placement, have available at placement location all tools, cylinder molds, slump cone, rod, curing containers, and all other apparatus required for sampling and testing. F. Air Entrained: One test for each mix design. 1.02 SUBMITTALS A. Submit two copies of trial mix designs proposed and one copy each of 30 consecutive test results and the mix design used from a record of past performance in accordance with ACI 301. B. Submit manufacturer's certification of meeting these specifications for materials proposed, including names, sources, descriptions, and warranties for cement, fly ash, grouts, water- reducing admixtures, epoxy bonding materials, and curing compounds. C. Submit a sample ready-mixed-concrete delivery ticket. 1.03 STORAGE OF MATERIALS A. Maintain in continuous clean environment and in manner required to maintain homogeneity. B. Cements, grouts, and mortar containerized and kept in dry-humidity environment. Engineer shall reject materials that have hardened or show any evidence of initial hydration. 1.04 PRODUCT WARRANTY A. The material manufacturer's standard warranty shall not contain any disclaimer limiting their responsibility to only the purchase price of the material. The manufacturer shall be willing to participate with the Contractor in replacing or repairing any area found to be defective due to faulty materials as determined by accepted test methods. B. The technical data sheet of the manufacturer shall not have any statement of warranty that would be more limited than this warranty or contain any disclaimer. 1.05 PRECONSTRUCTION MEETING A. The Contractor shall hold a preconstmction meeting with the ready-mix producer, admixture manufacturer's representative, and testing personnel; and they shall evaluate the ability of the mixes to perform in the various placements of this project. PART 2 - PRODUCTS 2.01 CONCRETE A. ASTM C94 and mix design approved by Engineer. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project ~1-8 April 2003 Section 03300 Cast-In-Place Concrete B. Strength: 1. Schedule (except as noted): Minimum Maximum Type of Structure Compressive Strength Water/Cement Ratio Buildings (foundations, 4,000 psi at 28 days 0.45 above-grade walls) 2. Cement content not less than 610 pounds per cubic yard of concrete. 3. Entrained Air: 5-1/2 plus or minus 1 percent. 4. Maximum slump: a. 3 inches; 4 inches for walls (without use of water-reducing admixtures). b. Where water-reducing admixtures are required to increase workability necessary to facilitate placement of low water/cement ratio concretes, slump range may be 6 to 11 inches. Use admixture in strict accordance with manufacturer's recommendations. C. Cement ASTM C150: 1. Type II with fly ash for all wastewater holding or process structures. 2. Types I or II for all other structures. D. Aggregates: 1. For Concrete 12 Inches Thick or Less: Maximum aggregate size 3/4 inch conforming to ASTM C33, Grading No. 67. 2. For Concrete Over 12 Inches Thick: Maximum aggregate size 1-I/2 inches, conforming to ASTM C33, Grading No. 467. 3. Maximum Wear: 50 percent at 500 revolutions, AASHTO 96. E. Water: Clear; free from injurious amounts of oil, acid, salt, alkali, organic matter, or other deleterious substances. F. Admixtures: 1. Shall be subject to approval of the Engineer. a. General: 1) Use only those specified in approved mix design. 2) Apply in strict accordance with manufacturer's printed instructions. City of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A -9 April 2003 Section 03300 - Cast-In-Place Concrete 3) No chloride contents permitted. 4) Must be compatible with other admixtures. 2. Air-Entraining Agent: Air entrainment admixtures shall conform to ASTM C260. 3. Water-Reducing Admixture: Water-reducing admixture shall be Eucon WR-75 by Euclid Chemical, Polyhead by Master Builders, or Plastocrete 161 by Sika, conforming to ASTM C494, Type A. 4. High-Range Water-Reducing Admixture: High-range water-reducing admixture (superplasticizer) shall be Rheobuild 1000 by Master Builders, Eucon-37 by Euclid, Master Builder Super P, or Sikament by Sika, conforming to ASTM C494, Type F. 5. Accelerating Admixture: Accelerating admixture, when used, shall be Accelguard 80 by Euclid, Darex Set Accelerator by W.R. Grace, or Pozzutec 20 by Master Builders. The admixture shall conform to ASTM C494, Type E. 6. Retarding Admixture: Retarding admixture, when used, shall be Eucon Retarder~75 by Euclid, Pozzolith 100-XR by Master Builders, or Plastocrete 161R by Sika, conforming to ASTM C494, Type D. 7. Pozzolan Admixture: a. Class F fly ash conforming to ASTM C618, except as modified herein: 1) Loss of ignition: Maximum 3 percent. 2) Water Requirement: Maximum 100 percent of control. 3) CaO(%) - 5: Maximum 1.5 Fe2Os(%) a) Fly ash content shall be 18 to 20 percent of total weight of fly wash plus cement. 2.02 GROUT A. For equipment, beam bearings, and eolunm bases, use nonshrink, nonstraining, premixed grout, Masterflow 928 by Master Builders; or equivalent. Apply in accordance with manufacturer's recommendations. B. For Anchoring Dowels and Reinforcing Bars: Epoxy grout shall be medium viscosity epoxy conforming to ASTM C881 Types I, 1I, III, Classes B and C. Epoxy grout shall be Burke 881 LPL epoxies, or Sikadur 31 Hi-Mod Gel by Sika Corporation, or Concresive paste LPL by Master Builders, or equivalent. Application shall be per the manufacturer's recommendations. C. For Concrete Fill: 400 pounds of cement, 120 pounds of fly ash per cubic yard of concrete, 3/8-inch-maximum aggregate, W/C = 0.45. City ofPort Angeles Project No. OI-21 215-2191-009(01/02) Electric Utility Oil Handling and Warehouse Building Project A -]0 April 2003 Section 03300 - Cast-ln-Place Concrete D. Lean Concrete: 100 pounds of cement, 300 pounds of fly ash per cubic yard of concrete, W/C = 0.50. E. Flowable Backfill: 140 pounds of cement per cubic yard of concrete. 2.03 CURING MATERIALS A. Polyethylene Sheeting: 0.004 inch thick. B. Waterproof Paper: Polyethylene coated, Federal Specification UU-B-790 Type I, Grades A, B, C, Style 4. Define lap control lines clearly by printed markings. C. Masonry Sand: ASTM C144 (maintained continually moist). D. Membrane Forming Compound: ASTMC309-81 Masterkure, manufactured by Master Builders. 2.04 BONDING AGENT A. Epoxy Adhesive Bonding Agent: A two-component compound, 100 percent solids, 100 percent reactive compound suitable for use on dry or damp surfaces. Provide manufacturer's specific instructions for application. Concresive Liquid (LPL) by Master Builders, Inc., or Sikadur 32 Hi-Mod LPL by Sika Corporation, or equivalent. 2.05 HOT WEATHER FINISHING AID A. Evaporation retardant used to retard rapid evaporation of water from exposed concrete. "Cunfilm" by Master Builders, Inc. 2.06 FLOOR SEALER A. Floor sealer shall be Rustoleum Floor Coating, 100 percent solid silver grey applied over Rustoleum No. 108 floor etch. Available from E&H Industrial Supply at 702-736-0007. PART 3 - EXECUTION 3.01 MIXING AND TRANSPORTATION A. Ready-Mixed Concrete: Conform to ASTM C94 Alternate No. 3. 3.02 PLACING A. Deliver only in sufficient quantities required for specified time interval use and placement. Discard concrete having initial set before placement. No remixing with water or supplementing with other materials will be permitted once initial set has occurred. Initial set as evidenced by typical hydration characteristics to be determined by Engineer. B. Place as nearly as possible to final position to avoid segregation of the materials and displacement of reinforcement. Placement shall be completed within 30 minutes after water is City of Port/tngeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A- 1 ! ,4pri12003 Section 03300 - Cast-In-Place Concrete first added to the mix. However, at the Engineer's discretion, if climatic and temperature conditions are suitable and when the concrete is continually agitated, the time may be extended to 1-1/2 hours. C. Do not change consistency (slump) for a given placement without the Engineer's written permission. D. Keep open trough and chutes of steel or steel lined, clean and free from coatings of hardened concrete. E. Do not drop concrete a distance of more than 4 feet or through a cage of reinforcing steel unless concrete is designed flowable with the specified superplasticizer included in the mix (then concrete can free fall up to 10 feet). F. Do not place concrete in horizontal members or sections until the concrete in the supporting vertical members or sections has been consolidated and a 2-hour period has elapsed since placement in the vertical member to permit shrinkage to occur. G. In walls containing door and window openings, hold up placements at the top and bottom of the openings. Stop other placements at levels to conform to Drawing details. H. Layout and sequence of placing of concrete in monolithic structures as shown on the Drawings or approved by the Owner. I. Within a placement, deposit concrete in horizontal layers not to exceed 24 inches in depth. Place at rate such that: 1. No concrete surface shall obtain initial set before additional concrete is placed on it. 2. Yielding of forms is not so great as to cause the concrete surfaces to exceed the tolerances specified. J. Unless specified otherwise, place all slabs and finished floors to finish elevation in one continuous operation, except that the Contractor may place a separate finish topping if prior approval is received from the Owner. Floor and roof slab sectional thicknesses shown are minimum thicknesses. Slopes on floors or roofs increase, rather than decrease, slab thicknesses. K. Construction Joints: 1. None allowed in building slab or curbs. 2. Limit size of each slab or wall pour as shown on the Drawings, or as approved by the Owner, or as follows: a. Where construction or control joints are shown to be at 60 feet or less, intermediate construction joints will not be required. b. Where construction or control joints are not shown, construction joint spacing shall not exceed 40 feet. Cit~ of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A -12 ,lpri12003 Section 03300 - Cast-In-Place Concrete 3. Locate construction joints so as not to impair the strength of the structure, and only at locations shown on the Shop Drawings or approved by the Owner. 4. Construct bulkheads to neatly fit reinforcement and waterstops and prevent concrete leakage. 5. Provide waterstops or sealants in construction joints where required. 6. Continue reinforcement through construction joint unless otherwise shown or noted. 7. When noted, alternate pour at each side of construction joints with specified minimum curing time between pours. 8. Before placing concrete against previously-placed concrete, thoroughly roughen and clean by wet sandblasting or green cutting with an air-water jet. a. Use air-water cutting at the proper time after the initial set. Use a high-pressure air- water jet to expose clean, sound aggregate without undercutting the edges of the larger aggregate. Protect adjacent subgrade when cutting is used on slab edges. b. After cutting or sandblasting, rinse the surface until wash water contains no cloudiness. Dispose of wastes from cutting, washing, and rinsing so they do not stain or abrade exposed surfaces. 9. Place concrete continuously to a predetermined construction joint. L. Care shall be taken in placing concrete through reinforcements so that no segregation of the coarse aggregate occurs. In any placement where they may occur, the concrete shall be designed flowable and placed at 6 inches plus slump. Vibrators shall be inserted no farther than 3 feet from the point of placement of concrete into forms, as concrete is being placed. M. Special care shall be taken to prevent splashing forms or reinforcement with concrete. Any hardened concrete or partially-hardened concrete on the forms or reinforcements above the level of the concrete already in place shall be removed before proceeding with the work. N. Cold Weather Placement: 1. Concrete shall be placed only when the temperature is at least 40 degrees F, and rising, unless permission to pour is obtained from the Owner. 2. Material shall be heated and otherwise prepared so that batching and mixing can proceed in full accord with the provisions of this specification. 3. Suitable means shall be provided for maintaining the concrete at a temperature of at least 50 degrees F for a period of at least the first 5 days, and at a temperature above freezing for the remainder of the specified curing period, except that where high-early-strength cement is used, this period may be reduced to 72 hours. The methods proposed for heating the materials and protecting the concrete shall be approved by the Owner. City of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A- 13 April 2003 Section 03300 - Cast-In-Place Concrete 4. Salts, chemicals, or other materials shall not be mixed with concrete for the purpose of preventing freezing. Accelerating agent shall be "Pozzutec 20" by Master Builders, Inc., applied per the manufacturer's recommendations. O. Hot Weather Placement: 1. The temperature of fresh concrete at the time of placement during hot weather shall be a maximum of 90 degrees F, to prevent an accelerated setting of the concrete. 2. A retarding densifier admixture shall be used when the high expected atmospheric temperature for the day is 85 degrees F or above. Admixture shall be used in accordance with the manufacturer's recommendations. P. Placing Concrete Against Earth: 1. Unless otherwise called for on the Drawings, earth cuts shall not be used as forms for vertical surfaces without the prior approval of the Owner. 2. Concrete placed on or against earth shall be placed only upon or against firm, damp surfaces free from frost, ice, and standing or running water. Concrete shall not be placed upon mud or upon fills until the required compaction has been obtained. Q. Placing Concrete Slabs: Smooth sub~ade surface irregularity with thin film of masonry sand. 3.03 COMPACTING A. Compact all concrete with high-frequency internal vibrators immediately after placing. B. Use external vibrators for compacting concrete where the concrete is inaccessible for adequate compaction by internal vibrators; construct forms sufficiently rigid to resist displacement or damage from external vibration. C. Use mechanical vibrating equipment, always keeping the vibrator within 3 feet of the discharge point into the form. For exposed concrete surfaces and architectural concrete, keep the vibrator on the unexposed side of the reinforcing steel or at least 2-1/2 inches from the form surface. Vibrate the concrete as the concrete is being placed to prevent honeycomb, rock pockets, and voids. Do not insert vibrators into lower layers of concrete that have begun to set. Vibration required on flowable concrete is about 1/4 that needed for 4-inch-slump concrete. 3.04 CURING AND PROTECTION A. General: 1. Maintain at site ready to install, before actual concrete placing begins, all equipment and materials needed for optimum concrete curing and protection; maintain extra vibrators on standby in case of malfunction of any unit. 2. Protect finished surfaces or edges from stains, abrasions, and breakage during the entire construction period. Cit~ofPortAngeles ProjectNo. Ol-21 215-2191-009(01/02) Electric Utility Oil Handling and Warehouse Building Project A- 14 April 2003 Section 03300 - Cast-In-Place Concrete 3. Protect all concrete from accelerated drying and excessive heat at all times. Close all conduits and other formed openings through the concrete during the entire curing period and as long thereafter as practicable to prevent drying of concrete by air circulation. 4. Install slab-curing covers immediately after initial set or as soon as free water has disappeared from the surface of the concrete after finishing or surfacing. B. Water Curing (use water curing specified herein for all walls and slabs where watertight construction is required): 1. Keep continuously wet by covering with an approved material or by a system of perforated pipes or mechanical sprinklers or other approved methods. 2. Keep forms wet at all times to prevent opening of joints and the drying out of the concrete. 3. Water for curing shall be clean and free from any elements that might cause objectionable staining or discoloration of the concrete. 4. Cover surfaces completely with sheeting. Where a single sheet does not cover the entire surface, lap ends and edges at least 4 inches and continuously seal with tape or other suitable means recommended by the manufacturer. 5. Continue waterproof sheet curing for 7 days. Maintain sheeting and edge and end seals intact for entire period. Repair immediately any breaks in the sheeting envelope. C. Curing Compounds (use only when specifically approved and for optimum climatic conditions): 1. Do not use curing compounds unless use is authorized in writing by the Owner. Curing compounds are unacceptable where concrete is exposed to the direct rays of the sun or accelerated drying conditions. 2. All interior slabs shall have membrane-forming compounds that meet the moisture retention required by ASTM C309-81 when applied at a normal single coat. 3. Prior to applying curing compounds to formed surfaces, the surfaces shall be moistened with a spray of water immediately after forms are removed. Moistening shall be continued until the surfaces will not readily absorb more water. The compound shall be applied as soon as the moisture film has disappeared and while the surface is still damp. 4. On slabs, the compounds shall be applied immediately after finishing and after bleeding water and "shine" has disappeared. 5. Curing compounds shall not be used on surfaces where furore bonding, painting, or protective coating is required. In cold weather, curing compounds shall not be used on concrete surfaces that are kept at curing temperature by the use of steam. Ci{y ofPort Angeles Project No. Ol~21 215-2191-009(01/02) Electric Utility Oil Handling and Warehouse Building Project A- 15 April 2003 Section 03300- Cast-In-Place Concrete D. Saturated Sand Curing: 1. Horizontal construction joints and finished surfaces, cured with sand, shall be kept covered with a minimum thickness of 1 inch of sand. Keep uniformly distributed and continuously wetted with clean water for a period of 7 days. 3.05 REPAIRING CONCRETE A. Immediately after removal of forms, break back all form ties and inspect concrete surfaces for defects. Complete repair of defects within 48 hours after removal of forms. No repairs shall be made until the defects have been reviewed and method of repair approved by the Owner. B. Remove all defective or damaged concrete, including honeycombed, sand streaked, or fractured material from the area to be repaired. Chip out areas to 1-inch-minimum depth. Edge shall be squared with the surface to eliminate featheredges. C. Before placing the repair material obtain Owner inspection. Clean area free of chipping dust, dried mortar, and all other foreign material. D. Keep surfaces to be repaired continuously wet for at least 3 hours prior to placing new concrete or mortar. No free water on the surface when the repair material is placed. E. Apply a bonding agent to the area to be repaired before placing repair material. Apply the bonding agent per manufacturer's published instructions attached to container. F. For all repair surfaces permanently exposed to atmosphere, use white cement in proportions found by trial to be effective in producing a color which, in the hardened patch, will match the surrounding concrete surface. G. Make repairs by: 1. Dry-packing. 2. Filling with concrete. 3. Plastering with mortar. 4. Or a combination of all three in conformance with the following: Use the dry-pack method for holes at least 1 inch deep where the depth is equal to or greater than the smallest surface dimension of the defect, such as cone-bolt or form-tie holes, and for narrow slots cut for the repair of cracks. Do not use the dry-pack method where lateral restraint cannot be obtained. Place and pack dry-pack mortar in layers having a compacted thickness of approximately 3/8 inch. Solidly compact each layer over its entire surface by use of a hardwood stick and hammer. Do not use metal tools for compacting. Compact surface just flush with adjacent area. Do not use steel finishing tools or water to facilitate finishing. Color match. Ci t~ of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse BuiMing Project A- I 6 April 2003 Seclion 03300 - Cost-In-Place Co~crele 5. Use concrete replacement for: a. Holes extending entirely through concrete sections. b. Holes larger than 1 square foot and deeper than 4 inches, in which no reinforcement is encountered. c. Holes larger than 1/2 of 1 square foot where reinforcement is exposed. d. Concrete used for replacement shall be of the same strength and mixture as used in the structure. Color match. 6. Use mortar replacement for holes too wide to dry pack and too shallow for concrete replacement and when approved by the Owner for other conditions not covered above. H. Cure all repairs with the same methods as new concrete. 3.06 CONCRETE FINISHES AND TOLERANCE A. Schedule of Concrete Finishes: Area Type Walls - Exterior Below Grade and Tank Interior W-1 Walls - Exposed Interior and Exterior W-1 Slabs - Interior S-I Slabs - Exterior S-3 Slabs - Sidewalks S-5 B. Concrete Wall Finish: 1. Type W-l: a. Fill snap-tie holes with nonshrink, nonmetallic grout. b. Knock off projections. c. Patch honeycomb areas and rock pockets. Small air holes do not require patching. 2. Type W-2 - Sacked Wall Finish: a. Fill snap-tie holes with approved nonshrink, nonmetallic color match grout. b. Grind off projections, fins, and rough spots. c. Sack surface to fill all voids and pinholes in accordance with ACI301, Section 10.3.2. d. Sack exterior walls as required to match existing walls. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Elect~c Utility Oil Handling and Warehouse Building Project A- I 7 April 2003 Section 03300 - Cast-ln-Place Concrete C. Concrete Slab Finishes: 1. General: a. Do not excessively use "jitterbugs" or other special tools designed for the purpose of forcing coarse aggregate away from the surface and allowing a layer of mortar to accumulate. b. Do not dust surfaces with dry materials, except where floor hardener is to be applied. c. Thoroughly compact slabs and floors by vibration. d. Round off ail edges of slabs and tops of walls with a steel edging-tool, except where a cove finish is shown. Steel edging tool radius shall be 1/4 inch for all slabs subject to wheeled traffic. e. After applying the final floor finish and after curing, cover slabs with Visqueen or other material to keep floor clean and protect it from material and damage due to other construction work. 2. Type S-I - Concrete Slab Finish Steel Troweled Finish: a. Finish by screeding and floating with straightedges to bring surfaces to required finish elevation shown. b. While concrete is still green, but sufficiently hardened to bear a person's weight without deep imprint, wood float to tree, even plane with no coarse aggregate visible. c. Use sufficient pressure on wood floats to bring moisture to surface. d. After surface moisture has disappeared, hand trowel concrete to produce smooth, impervious surface, free from trowel marks. e. Burnish surface with an additional troweling. Final troweling shall produce a ringing sound from trowel. f. Do not use dry cement or additional water during troweling, nor will excessive troweling be permitted. g. Power Finishing: 1) An approved power machine may be used in lieu of hand finishing for finishing concrete floors and slabs in accordance with directions of machine manufacturer. 2) Do not use power machine when concrete has not attained the necessary set to allow finishing without introducing high and low spots in slab. 3) Do first steel troweling for Slab S-l; finish by hand. Ci~yofPortAngeles ProjectNo. 01-21 215-2191-009(01/02) Electric Utility Oil Handling and Warehouse BuiMing Project A- 18 April 2003 Section 03300 - Cast-In-Place Concrete 3. Type S-2 - Slab Finish Wood Float: a. Finish slabs to receive fill and mortar setting beds by screeding with straightedges to bring surface to required finish plane. b. Wood float slab to compact and seal surface. c. Remove all laitance and leave surface clean. d. Coordinate with other finish procedures. 4. Type S-3 - Broomed Finish: a. Finish as specified for Type S-1 floor finish, except omit final troweling and finish surface by drawing a fine-hair broom lightly across the surface. b. Brooming: Sloped slabs, perpendicular to slope. 5. Type S-4 - Underside: When forming is removed, grind off projections on underside of slab, and repair rock pockets and honeycomb area defects, including small shallow air pockets. 6. Type S-5 - Sidewalk Finish: a. Slope walks down 1/4 inch per foot away from structures, unless otherwise shown. b. Strike off surface by means of strike board and float with wood or cork float to a true plane, then flat steel trowel before brooming. c. Broom surface at right angles to direction of traffic. d. Layout sidewalk surfaces in blocks with an approved grooving tool as shown or as directed by the Engineer. D. Tolerances: 1. Unless otherwise required, allowable tolerances for concrete surfaces shall be in accordance with those shown in the following table. Surface irregularities are classified as either "abrupt" or "gradual." Offsets caused by displaced or misplaced form sheathing, lining, or form section, or by defective form lumber shall be considered as abrupt irregularities. All others are classed as gradual irregularities. Gradual irregularities shall be measured with a template consisting of a straightedge for plane surfaces and its equivalent for curved surfaces. 2. The length of the template for testing formed surfaces is 5 feet. The length of the template for unformed surfaces is 10 feet. Maintain a 5-foot-long and 10-foot-long steel template on the job site. City of Port Angeles Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project ~1~ 19 April 2003 Section 03300 Cast-In-Place Concrete 3. Maximum Allowable Irregularities in Concrete: Irregularity in Inches Location Gradual Abrupt Walls 1/4 3/16 Slabs 1/4 1/4 3.07 UNSATISFACTORY CONCRETE A. Any concrete placed which fails to meet or exceed the specified strength requirements as determined from molded cylinders, or cores, or to meet the density or surface requirements, or which has been frozen during placing or curing, shall be removed and replaced with satisfactory materials at the Contractor's expense. B. Method of determining unsatisfactory concrete: Visual appearance characteristic of rain or freeze damage to concrete that is apparent to the Owner. 3.08 BONDING TO OLD CONCRETE A. Clean existing concrete surfaces by using wet sandblast or ultra-high-pressure water jet to remove the surface film and contaminants. Coat the contact surfaces with bonding agent specified hereinbefore. Apply the bonding agent in conformance with the manufacturer's instruction. As concrete is placed, thoroughly vibrate against the contact overface. Concrete at the contact surface should be revibrated deeply as late as the running vibrator will penetrate the concrete of its own weight. 3.09 FLOOR SEALER A. Apply just prior to final occupancy. Prepare surface and apply sealer in accordance with manufacturer's recommendations. Apply sealer to all concrete surfaces in building interior. END OF SECTION 03300 Ci(y of port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A-20 April 2003 Section 03300- Cast-In-Place Concrete SECTION 13121 PRE-ENGINEERED BUILDING PART 1 - GENERAL 1.01 WORK INCLUDED A. Design and drawings. B. Pre-engineered, shop-fabricated structural steel builcYmg frame. C. Metal walls and sloped roof system, including gutters and downspouts. D. Coor~Ymate foundation, doors, and other work with building for complete and finished installation. 1.02 REFERENCES A. American Institute of Steel Construction (AISC): 1. Specification for Structural Steel for Buildings - Allowable Stress Design and Plastic Design. 2. Quality Certification Program, Category MB. B. American Society for Testing and Materials (ASTM): 1. ASTM A36/A36M, Structural Steel. 2. ASTM A123, Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products. 3. ASTM A153, Zinc Coating (Hot-Dip) on Iron and Steel Hardware. 4. ASTM A307, Carbon Steel Bolts and Studs; 60,000 psi Tensile Strength. 5. ASTM A325/A325M, High Strength Bolts for Structural Steel Joints. 6. ASTM A446/A446M, Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process, Structural (Physical) Quality. 7. ASTM A490/A490M, Heat-Treated Steel Structural Bolts, Classes 150 ksi (135 MPa) Tensile Strength. 8. ASTM A500, Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes. 9. ASTM A501, Hot-Formed Welded and Seamless Carbon Steel Stractural Tubing. 10. ASTM A525/A525M, Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process. City of Port Angeles - Project No. 01-21 215-2191~009 (01/02) Electric Utility Oil Handling and Warehouse Building Project ,I-21 Aprd 2003 Section 03121 - Pre-Engineered Building 11. ASTM A529/A529M, Structural Steel with 42 ksi (290 MPa) Minimum Yield Point (1/2-inch maximum thickness). 12. ASTM A572/A572M, High-Strength Low-Alloy Columbium-Vanadium Steels of Structural Quality. 13. ASTM A792/A792M, Steel Sheet, Aluminum-Zinc Alloy Coated by the Hot-Dip Process. 14. ASTM C1107, Packaged, Dry, Hydraulic-Cement Grout (Nonshrink). C. American Welding Society: 1. AWS A2.0, Standard Welding Symbols. 2. AWS DI.1, Structural Welding Code - Steel. D.Metal Building Manufacturers Association (MBMA): 1. Metal Building Systems Manual. E.Steel Structures Painting Council (SSPC): 1. Steel Structures Painting Manual. F.Underwriters' Laboratories COL): 1. Building Materials Directory - Roof Deck Construction. 1.03 REGULATORY REQUIREMENTS A. Design and construction shall conform to most current, applicable regulations and codes. These regulations and codes include, but are not limited to, those listed below: 1. Uniform Building Code. 2. "Specification for the Design, Fabrication and Erection of Structural Steel for Buildings," published by the American Institute of Steel Construction, Inc. 3. "Specification for the Design of Cold-Formed Steel Structural Members," published by the American kon and Steel Institute. 4. Aluminum Construction Manual, The Aluminum Association. 5. "Structural Welding Code," American Welding Society. All welders shall be certified by WABO. 6. Structural Steel Painting Council Standards. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A-22 ,tpti12003 Section 03121 - Pre-Engineered Building B. Comply with listed ratings by the following agencies: 1. Underwriter's Laboratories, Inc. 2. Factory Mutual System. C. Coordinate with City of Port Angeles Building Department: 1. Obtain building permit. 2. Pay all fees. 1.04 SYSTEM DESCRIPTION A. Bay Spacing: See Drawings. B. Primary Framing: Rigid frame. C. Secondary Framing: Purlins, subpurlins, girts, eave struts, flange bracing, sill supports, clips, wind bracing, and other detail items. D. Wall System: Preformed metal panels of vertical profile, with subgirt fram'mg/anchorage assembly, and accessory components. E. Roof System: Preformed metal panels with purlin framing/anchorage assembly, and accessory components. F. Roof Slope: See Drawings. 1.05 DESIGN REQUIREMENTS A. Design members to withstand dead load, applicable snow load, and design loads duc to pressure and suction of wind calculated in accordance with ~hc current edition of thc Uniform Building Code (UBC). 1. Roof Loads: a. Dead Load: Actual plus 20 psf collateral (superimposed) dead load. b. Live Load: 20 psf. c. Snow Load: 20 psf. 2. Wind Loads: a. Basic Wind Speed: 80 miles per hour. b. Site Exposure: Class C. City of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A-23 April 2003 Section 03121 - Pre-Engineered Building 3. Seismic (earthquake) Loads: a. Seismic Zone: 3. b. Importance Factor: 1.0. 4. Auxiliary Loads. 5. Combination of Loads: a. The combining of dead, live, wind, seismic, and auxiliary loads for design purposes shall be as set forth in the Uniform Building Code. b. Deflection of purlins and secondary members not to exceed L/180 of its span when supporting applicable vertical, live, dead, and auxiliary loads. B. Occupancy: Group S, Division 1. C. Design members, cladding, and fastener systems to withstand UL 580 Uplift Resistance. D. Exterior wall and roof system to withstand imposed loads with maximum allowable deflection of span of 1/180. E. Provide drainage to exterior for water entering or condensation occurring within wall or roof system. F. Permit movement of components without buckling, failure of joint seals, undue stress on fasteners, or other detrimental effects, when subject to temperature range of 100 degrees F. G. Size and fabricate wall and roof systems free of distortion or defects detrimental to appearance or performance. H. Provide structural framing to support doors, windows, and other appurtenances. 1.06 SUBMITTALS FOR REVIEW AND INFORMATION A. Drawings defining geometry, structural scheme, and major materials (with bid response). B. Foundation design information, anchor bolt layouts, and loads (within two weeks of award). C. Product Data: Provide data on profiles, component dimensions, and fastener systems. D. Literature fully describing manufacturers' proposed products, accessories, and colors. E. Special guarantees and warranties as specified. See Section 1-10. F. Shop Drawings: Indicate assembly dimensions, locations of structural members, openings, loads, panel layout, general construction details, and anchorages and method of anchorage. Ci~ of Port Angeles- Project No. 01-21 215-2191-009 (01/02) Electric Utili(y Oil Handling and ~Varehouse Building Project A-24 April 2003 Section 03121 - Pre-Engineered Building G. Complete engineering design calculations, prepared, and stamped and signed by a competent civil or structural engineer licensed by Washington State. Calculations shall demonstrate compliance with regulatory and code requirements applicable to the work. Calculations shall include building loadings, equipment, and material installed on or supported by the building, and foundation design criteria, including loads t~ansmitted to foundations. 1.07 SUBMITTALS FOR CLOSEOUT A. Operation and maintenance data. B. Warranties and bonds. C. Project Record Documents: Record actual locations of concealed components and utilities. 1.08 QUALITY ASSURANCE A. Perform work in accordance with AISC Quality Certification Program, Category MB, and MBMA Low-Rise Building Systems Manual. B. Manufacturer Qualifications: Company specializing in manufacturing the products specified in this section w/th minimum five years documented experience. Member of Metal Building Manufacturer's Association. C. Erector Qualifications: Company specializing in performing the work of this section with minimum five years experience and approved by manufacturer. D. Design structural components, develop shop drawings, and perform shop and site work under direct supervision of a professional structural engineer experienced in design of this work and licensed by Washington State. E. Survey completed building foundation concrete slab and curb elevations and dimensions prior to erecting building to demonstrate compliance with Contract documents. Allowed tolerance is plus or minus 0.01 foot vertical and plus or minus 0.02 foot horizontal. Provide survey drawing to Owner with 48 hours of survey. F. Obtain written approval from Owner of inspection of under-slab PVC liner prior to backfilling over liner. 1.09 PREINSTALLATION MEETING A. Convene one week before starting work of this section. 1.10 WARRANTY A. Provide a 20-year warranty to include coverage for exterior prefinished surfaces to cover prefiinshed color coat against chipping, cracking, or crazing, blistering, peeling, chalking, or fading. Provide a 10-year warranty for weather tightness of building enclosure elements after installation. CiOJ of Port Angeles - Project No. 01-21 215-2191-009 (01/02) Electtqc Utility Oil Handling and Warehouse Building Project ,4-25 April 2003 Section 03121 - Pre-Engineered Building PART 2 - PRODUCTS 2.01 BUILDING SYSTEM MANUFACTURERS A. Butler. B. Varco-Pmden. C. Star. D. Garco Building Systems. E. Other acceptable manufacturers offering equivalent products. 2.02 MATERIALS - FRAMING A. Structural Steel Members: ASTM A36/A36M, A529/A529M, A572/A527M, Grade 50, A992. B. Structural Tubing: ASTM A500, Grade (B), ASTM A501. C. Plate or Bar Stock: ASTM A529/A529M. D. Anchor Bolts: ASTM A307. E. Bolts, Nuts, and Washers: ASTM A325. F. Welding Materials: ASTM DI.1; type required for materials being welded. G. Primer: SSPC 20, Red Oxide. H. Grout: ASTM C1107, nonshrink type, premixed compound consisting ofnometallic aggregate, cement, water-reducing and plasticizing agents, capable of developing minimum compressive slrength of 2,400 psi in 2 days and 7,000 psi in 28 days. 2.03 MATERIALS - WALL AND ROOF SYSTEM A. Sheet Steel Stock: ASTM A446/A446M galvanized to ASTM A525 (G90). B. Sheet Steel Stock: ASTM A792 aluminum-zinc alloy, ASTM A792M aluminum-zinc alloy Coating Designation AZ50. C. Insulation: 3-inch-minimum polypropylene scrim-polyester vapor bamer faced fiberglass, R-10, UL flame-spread 25 or less, smoke 50 or less; JT Johnson J-700, or equal. D. Joint Seal Gaskets: Manufacturer's standard. E. Fasteners: Manufacturer's standard, finish to match adjacent surfaces when exterior exposed. F. Bituminous Paint: Asphaltic type. Ci(y of Port ,~ngeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A-26 ,~pri12003 Section 03121 Pre-Engineered Building G. Sealant: Manufacturer's standard. H. Metal Mesh: Galvanized steel wire, woven. I. Roof Curbs: Insulated metal same as roofing, designed for imposed equipment loads; anchor fasteners to equipment, counterflashed to metal roof system. J. Trim, Closure Pieces, Caps, Flashings, and Fascias: Same material, thickness, and finish as exterior sheets; brake formed to required profiles. 2.04 FABRICATION - FRAMING A. Fabricate members in accordance with AISC specification for plate, bar, tube, or rolled structural shapes. B. Anchor Bolts: Formed with straight shank, assembled with template for casting into concrete. C. Provide flaming for door and ventilator openings. 2.05 SHOP FABRICATION - WALL AND ROOF SYSTEMS A. Siding: Minimum 26-gauge metal thickness, manufacturer's standard profile. B. Roofing: Minimum 26-gauge metal thickness, manufacturer's standard profile, lapped edges fitted with continuous gaskets, or proprietary standing seam detail. C. Girts/Purlins: Rolled formed structural shape to receive siding and panels. Purlins shall be adequately braced against translation and rolling, and shall not depend on roof panels for stability. D. Internal and External Comers: Same material thickness and finish as adjacent material. E. Expansion Joints: Same material and finish as adjacent material. F. Flashings, Closure Pieces, Fascia, Infills, and Caps: Same material and finish as adjacent material, profile to suit system. G. Fasteners: To maintain load requirc~rnents and weather tight installation, same finish as cladding, noncorrosive. 2.06 FABRICATION - GUTTERS AND DOWNSPOUTS A. Fabricate of same material and finish as roo£mg metal. B. Form sections in maximum possible lengths. Hem exposed edges. Allow for expansion at joints. C. Fabricate support straps of same material and finish as roofing metal, color as selected. City of Port .4ngeles - Project No. 01-21 215-2191-009 (01/02) Electric Utility Oil Handling and Warehouse Building Project A-27 ~lpri12003 Section 03121 - Pre-Engineered Building 2.07 FINISHES A. Framing Members: Clean, prepare, and shop prime to SSPC manual requirements. B. Exterior Surfaces of Wall Components and Accessories: Factory coated with fluoropolymer finish with minimum 70 percent Kynar 500, color as selected from manufacturer's standard range. C. Exterior surfaces of roof components and accessories: Factory coated with polyester finish. D. Interior Surfaces of Wall and Roof Components and Accessories: Factory coated with polyester finish, color as selected from manufacturer's standard range. PART 3 - EXECUTION 3.01 EXAMINATION A. Coordination and Meetings: Verify existing conditions before starting work. B. Verify that foundation, floor slab, mechanical and elec~cal utilities, and placed anchors are in correct position. 3.02 ERECTION - FRAMING A. Erect framing in accordance with AISC specification and manufacturer's instructions. B. Provide for erection and wind loads. Provide temporary bracing to maintain structure plumb and in alignment until completion of erection and installation of permanent bracing. C. Set column base plates with nonshrink grout to achieve full plate bearing. D. Do not field cut or alter structural members without approval. E. After erection, prime welds, abrasions, and incidental surfaces not shop primed. 3.03 ERECTION - WALL AND ROOF SYSTEM A. Install in accordance with manufacturer's instructions. B. Exercise care when cutting pre£mished material to ensure cuttings do not remain on finish surface. C. Fasten cladding system to structural supports, aligned, level, and plumb. D. Locate end laps over supports. Place side laps over bearing. E. Install sealant and gaskets to prevent weather penetration. City of Port .~ngeles- Project No. 01-21 215-2191-009 (01/02) Elect~c Utility ~'l Handling and }Yarehouse Building Project ~t-28 ,4p~12003 Section 03121 - Pre-Engineered Building 3.04 ERECTION - GUTTER AND DOWNSPOUT A. Rigidity support and secure components. Joint lengths with formed seams sealed watertight. Flash and seal gutters to downspouts. B. Apply bituminous p~mt on surfaces in contact with cementitious materials. C. Slope gutters for positive draining. 3.05 INSTALLATION - ACCESSORIES A. Install door fi.ames, doors, and hardware in accordance with manufacturer's instructions. B. Seal wall and roof accessories watertight and weather tight. 3.06 TOLERANCES A. Framing Members: 1/4 inch from level; 1/8 inch from plumb. END OF SECTION 13121 Cit~ of Port .4ngeles - Project No. 01-21 215-2191-009 (01/02) Elect~c Utility Oil Handling and Warehouse Building Project A-29 Ap~12003 Section 03121 - Pre-Engineered Building ~-.~-/-~ Engineers · Land Surveyors · Geo/ogists NORTHWESTERN TERRITORIES, INC. 717 SOUTH PEABODY STREET ~ Construction Inspection · Materials Testing PORT ANGELES, WASHINGTON 98362 Phone (360)452-8491 · Fax (360)452-8498 1-800-654-5545 E-Mail: info@nti4u.com TO: Parametrix, Inc.; ~ ~:'~-' ~ - DATE: September 19, 2002 i i ATTN: Ken Fellows PO Box 460 ~ .... Sumner WA 98¢~ ~ ~; ......... SUBJECT: PCB Containment Building WE ARE TRANSMITTING: · One copy each: Field Density Test, Job Construction Report w/map, Proctor Soil Moisture Density Test (all dated September 4,2001 ) for City of Port Angeles at 17th and A Streets. · One copy each: Test Pit Investigations at 17th and A Streets for City of Port Angeles dated May 31,2001 and August 30, 2001. REMARKS: · If you have any questions, please don't hesitate to give us a call. These are: For your Use. Sent via: U.S. Mail Signed Robert A. Leach, P.E., by D. West NORTHWESTERN TERRITORIES, INC. Engineers · Land Surveyors · Planners N TI F,ELD DE.S,TY NUCLEAR GAUGE METHOD DATE: C~ ~ ~o I PROJECT: ~ CLIENT: ~ o~ ~ ~ ~5 CONT~CTOR: ADDRESS: MATERIAL: ~ ~T TESTED BY: STANDARD COUNTS: MS= ~ DS= ~l~ oP~, ~~'~ TEST DEPTH DRY WET MOISTURE PERCENT PROCTOR PERCENT NO. DENSI~ DENSI~ COUNT MOISTURE COMPACTION LOCATION: %o~ ~T c~ o~ LOCATION: ~ o &w~4 LOOATION: ~ ~ ~ LOCATION: So~n I I I I I LOCATION: N~ffNORTHWESTE I TERRITORIES, INC. JOLCONSTRUCTION '~"' "-"---" - '--' REPORT CONTRACTOR SUPERINTENDENT INSPECTION OROEREO BY ~----,L--4~'~,.,-F INSPECTOR WEATHER iNSPECTOR ARRIVED: OEPARTED: REINSPECTION REQUIREO [] ~S [] NO ~TI -MATERIALS TESTING LA~..,,RATORY PROCTO~, ~$OIL MOISTURE-DENSITY) TEST 717 S. Peabody, Port Angeles, WA 98362 MATERIAL SAMPLE TRANSMITTAL & TEST RESULTS FORM (360) 452-8491 Fax (360) 452-8498 For first project specimen batch, complole reverse lot results transmittal 3. Sample collected by: ~/// BILLING iNFORMATION ff no open lab ac~unl or active project ID, must go through 4. Material desFsource: ] Lab Account ~ ¢ 5. Proctor Test Method: , ] Project Account ID Project Manager. 6. Contractor; ' ~ Pre-paid (require ff not o~ a~t - see reverse} Specimen Control ¢ ~ ~ TESTS RESULTS (TO BE FILLED OUT BY NTI PERSONNEL ONLY) Weight of ~ntaine, (grams) ¢~*'V F¢¢'*1~4'~1'' ff'O I I I' I I Weight of water F~(grams) dSTURE ~- t I -o ! Tested By:. Date Tested: Remarks: NORTHWESTERN TERRITORIES, INC. 717 SOUTH PEABODY STREET, PORT ANGELES, WA 98362 Engineers · Land Surveyor~ · Geologists Consl~cfion Ins~ec~on · Materiels Testing (360) 452-8491 1-800-854-5545 FAX 452-8498 E-Mall: info~nlJ4u,com R E. C E i V E D August 30, 2001 SIP I ~ ~§0~ Mr. Kirk Johnso, Construction nspector City of Port Angeles P.O. Box 1150 Port Angeles, WA 98362 Subject: Second test pit investigation at 17t' and A Streets in the City of Port Angeles for a proposed 40' by 60' metal building Dear Mr. Johnson; On August 27, 2001, I met with you on site to conduct a second test pit'investigation for a proposed 40' by 60' metal building within the City's Corporation Yard at 17~ and A Streets. The new site is located across the street east of theoriginal location in the pole yard. Seven test pits were excavated using a rubber-tired backhoe provided by the City. The approximate locations of the test pits are shown on the enclosed site plan (Figure 1). nd/v/dual test pit data including soil descriptions, depths and fill encountered can be found in the enclosed soil logs. n general, the area is covered with 1.5 to 2.0 feet of import gravel base fill over native firm silty sand/silty gravel material. Unsuitable fil material containing wood 'debris was present in the test pits at the southwest corner of the proposed building. This unsuitable material was as deep as 6 feet in TP-5, but appeared to get shallower towards the north and east. Some of the soils were moist but no groundwater was encountered. The import gravel base and the native silty sand/silty gravel are suitable foundation materials for the proposed building using an allowable foundation pressure of 1500 pounds per square foot subject to footnote 2 of Table 18-I-A of the Uniform Building Code. The lateral bearing pressure of this soil is 150 Ibs.lsq.lft./ft. of depth below natural grade subject to footnote 3 of Table 18-I-A of the Uniform Building Code. The building should not be founded on unsuitable material such as organic soils, clay, or other deleterious material. It may be necessary, especially in the southwest corner, to remove unsuitable fill and replace with clean suitable material. The onsite import gravel base and the native silty sand/silty gravel could be useo for backfill. If more backfill is necessary, it should conform to the WSDOT specification for "Aggregate for Gravel Base" section 9-03.10 except that the req uirements for stabilometer R value and swell pressure do not apply (see enclosed attachment). Prior to placing the backfill, the upper foot of the subsoil should be compacted to 95% of the modified proctor value at optimum moisture content. The clean backfill should be placed in lifts not to exceed one foot and compacted to 95% of the modified proctor value at optimum moisture content. All soils under the proposed building should be compacted to 95% of the modified proctor value as well. An onsite inspection should be made of the excavation to verify the removal of unsuitable material prior to the placing of backfill. Likewise, compaction testing during the backfill operation will be necessary to verify that the recommended compaction has been achieved. Our recommendations and conclusions are based upon conditions observed in the excavated test pits on August 27, 2001. If at any time conditions change from those reported in this report, or new conditions are encountered, contact NTI immediately to assess these new conditions and to determine whether modifications should be made to this report. Limitations This report is based on a visual inspection of the existing site conditions, barring major catastrophic events such as earthquakes or abnormal weather conditions. No scientific measurements, tests or calculations were performed. The findings and report are limited to the normal standard of care of the industry for an investigation without benefit of scientific data and calculations. The sole objective of this investigation has been to diagnose the geotechnical conditions at the site. The report has been prepared for the exclusive use of the City of Port Angeles in conjunction with the above referenced project. It may be used by others only with expressed written permission of the Engineer. The report has not been prepared for use by others or other uses. The observations, interpretations, and conclusions herein are based on generally accepted professional engineering and geologic principles and practice. This warranty is in lieu of all others, either expressed or implied. Sincerely, NORTHWESTERN TERRITORIES, INC. Principal Engineer Bill Payton Geologist JRN:BP:mej I I Enclosures I I I II[ ] I I I I I I I I I I I I I I I I I I I I I I I i I i III I I I II I I I I I I I I I [ I I I I I I I I I I I I [I I I I II IIIIl[llll IIIIIIIIIIIIlllillll ', ~iiiiiiii iii[iiiiiiiiiiiiiiii '"'""'"'"'"'"' I I I I ~ I I I I~11 1 ~ I I I~11 ~1~ I~12 ~ I~ · I. i/' Iltlll[lllllllllllllllll IIIIIIIl[I . !~1,,11 DESIGNED BY: F¢ ~ NORTHWESTERN TERRITORIES,INC. PROJECT: P~F~5~ ~ ~ ~'~' ., ~ Enginee~.LandSurve~.Planne~ SHT: / OF / FOUNDATION SOIL LOGS FOR PROPOSED 40'x60' METAL BUILDING TOWNSHIP OF PORT ANGELES CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ~-~- TEST PIT --0 ~ Import grovel bose fill. -- 2 _' :' Light brown to brown, s~lty :' i : sand/silty grovel with trace cobbles; trace roots at .3'. --4 -s End of Test Pit 8' Note: 1. Soils dosslfied by visual means. No lob tests were performed. DATE: 8-27-01 FOUNDATION SOiL LOGS FOR PROPOSED 40'x60' METAL BUILDING TOWNSHIP OF PORT ANGELES CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ~--- TEST PIT I I .~."11 Import grovel bose fill with .~ troce cobbles ond troce cloy. Brown. silty sond/silty grovel ~ 2 -- . with cobbles. --4- --5- --6-- End of Test Pit 7' Note: 1. Soils clossified by visuol meons. No lob tests were performed. DATE: 8-27-01 FOUNDATION SOIL LOGS FOR PROPOSED 40'x60' METAL BUILDING TOWNSHIP OF PORT ANGELES CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON E--- TEST PIT --0 Import 9ravel base fill with '~' a trace cobblee. 1.7' __ Brown, silty sand with some - 2- grovel and cabbies. End of Test Pit 6' Note: 1. Soils classified by visual means. No lob tests were performed. DATE: 8-27-01 FOUNDATION SOIL LOGS FOR PROPOSED 40'x60' METAL BUILDING TOWNSHIP OF PORT ANGELES CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON TEST PIT #4.5 '¢ 4 Import grovel base flll with trace cobbies. 1,5' ~m-T~--T-'~'--X: ~ silty, sandy grovel with cobbles. --2-'~ -- 3 -- ' '* "'" ~ '.: "" ':' "'~'~": · .~ '.~ ~,.~.. ,..:,..a~. - 4 :: '" ' End of Test Pit 4' Note: 1. So~ls classified by visual means. No lab tests were performed. DATE: 8-27-01 FOUNDATION SOiL LOGS FOR PROPOSED 40'x60' METAL BUILDING TOWNSHIP OF PORT ANGELES CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON ~. TEST PIT ~ 0 ~ ~ e" Import gravel base fill w~th trace cobbles. -- ': . ,:...: Brown. silty send/silty grovel with cobbles, [nd of Iest Pit 5' Note: 1, Soils classified by visual means. No lob tests were performed. DATE: 8-27-01 FOUNDATION SOIL LOGS FOR PROPOSED 40'x60' METAL BUILDING TOWNSHIP OF PORT ANGELES CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON TEST PIT ~ Import 9ro~l bose fill. of Test Pit 6' Note: 1. Soils clossified by visuol meons. No lob tests were performed, DATE: 8-27-01 o FOUNDATION SOIL LOGS FOR PROPOSED 40'x60' METAL BUILDING TOWNSHIP OF PORT ANGELES CITY OF PORT ANGELES, CLALLAM COUNTY, WASHINGTON TEST PIT #? --0 import gravel bose fill with .~ a a '4 troce cobbles. 1.5' Fill: Moist, brown, silty sond with grovel, cloy, roots ond ~ 2 duff. 2.8~ ~ ~ Brown. silty send/silty growl with troce cobbles ond occosionoi roots. --4 --5 --6 --7 8 End of Test Pit 8' Note: 1. Soils clossified by visuol meons, No lob tests were performed. DATE: 8-27-01 AGGREGATES 9-03 9-03.9(4) Maintenance Rock Maintenance rock shall meet all requirements of Section 9-03.9(3) for crushed surfacing top course except that it shall meet the following specifications for grading: Sieve Size Percent Passing ½%quare 100 ¼~ square 55-70 U.S. No. 40 10-25 U.S. No. 200 7 max. All percentages are by weight. 9-03.10 Aggregate for Gravel Base Gravel base shall consist of granula, r material, either naturally occurring or processed. It shall be essentially fre~ from various typ~s of wood waste or other extraneous or objectionable-materials. It shall have such characteristics of size and shape that it will compact r~adily and shall meet the following test requirements: Stabilometer "R" Value 72 min. Swell pressure 0.3 psi max. The maximum particle size shall not exceed :h of the depth of the layer being placed. Gravel base shall meet the following requirements for grading and quality when placed in hauling vehicles for delivery to the roadway or during manufacture and placement into a temporary stockpile, The exact point of acceptance will be determined by the Engineer. Sieve Size Percent Passing ¼"square 25 min. U.S. No. 200 10.0 max. Dust Ratio: % Passing U.S. No. 200 % max. % Passing U.S. No. 40 Sand Equivalent 30 min. All percentages are by weight. Gravel base material retained on a ¼-inch sieve shall contain not more than 0.20 per- cent by weight of wood waste. 9-03.11 Recycled Portland Cement Concrete Rubble Recycled Portland cement concrete rabble may be used as, or blended with: ballast; shoulder ballast; crushed surfacing base and top course; maintenance rock; gravel backfill for fou halation, walls, and pipe bedding; gravel borrow; bedding material for rigid pipe and flexible pipe; and foundation material Class A, B, and C. A preliminary sample of the recycled concrete, and native material if any, used for ballast, shoulder ballast, crushed surfacing base and top course, maintenance rock, and gravel backfill for foundation Class A shall be submitted for testing for LA Wear and Page 9-27 NORTHWESTERN TERRITORIES, INC. 717 SOUTH PEABODY STREET, PORT ANGELES, WA g8362 May 31,2001 Mr. Kirk Johnson Construction Inspector City of Port Angeles P.O. Box 1150 Port Angeles, WA 98362 Subject: Test pit investigation at 17th and A Streets in the City of Port Angeles for a proposed 40' by 60' metal building Dear Mr. Johnson; On May 23, 2001, I met with you on site to conduct a test pit investigation for a proposed 40' by 60' metal building within the City's Corporation Yard at 17th and A Streets. Two test pits were already excavated, TP-1 at the northeast corner of the proposed building and TP-2 at the southeast corner. These two test pits were extended and two more test pits were excavated, TP-3 at the southwest corner and TP-4 at the northwest corner using a Case backhoe supplied by the City. TP-1 was advanced to a depth of 11.2 feet with fill material encountered to the limit of excavation. The test pit could not be advanced any farther with the type of excavation equipment used. The fill material consisted of large charred stumps and roots mixed with grayish-brown silty sandy gravel with cobbles. The test pit was wet at the bottom. Native soil was'not reached. TP-2 was advanced to a depth of 10 feet with fill material encountered to a depth of about 7 feet~ The fill material consisted of brown silty sandy gravel with some cobbles. Roots and Wood debris was encountered from 4 feet to 5 feet. From 7 feet to 10 feet'the native material consisted of brown silty sandy gravel with some cobbles. TP-3 was advanced to a depth of 5 feet with fill material encountered to a depth of about 1.5 feet. The fill material consisted of brown silty sandy gravel with a layer of duff and rootlets at about 1 foot. From 1.5 feet to 5 feet the native material consisted of compact brown silty sandy gravel with some cobbles. TP-4 was advanced to a depth of 10 feet with fill material encountered to the limit of excavation. The test pit could not be advanced any farther with the type of excavation equipment used. The fill material consisted of grayish-brown silty sandy gravel with cobbles interspersed with duff and roots down to 4.5 feet. A piece of plastic was found at 2.5 feet. From 4.5 feet to 10 feet the fill material consisted of brown silty sand with trace gravel interspersed with root debris. The material was moist below 4.5 feet. Native soil was not reached. At 10 feet the backhoe began'scratching on poss!ble gravel, which may mark the beginning of native material. However, the test pit would need to be excavated another few feet or so to confirm the boundary between the native and fill. At your request, the investigation was terminated due to the unexpected amount of fill material encountered. If you have any questions, please do not hesitate to contact this office. Limitations This report is based on a visual inspection of the existing site conditions, barring major catastrophic events such as earthquakes or abnormal weather conditions. No scientific measurements, tests or calculations were performed. The findings and report are limited to the normal standard of care of the industry for an investigation without benefit of scientific data and calculations. The sole objective of this investigation has been to diagnose the geotechnical conditions at the site. The report has been prepared for the exclusive use of the City of Port Angeles. It may be used by others only with expressed written permission of the Engineer. The report has not been prepared for use by others or other uses. The observations, interpretations, and conclusions herein are based on generally accepted professional engineering and geologic principles and practice. This warranty is in lieu of all others, either expressed or implied. Sincerely, NORTHWESTERN TERRITORIES, INC. I~ry NeWli~, P:E. ' 5-/ Principal Engineer Bill Payton Geologist Certificate of Design THIS CERTIFICATE IS TO CONFIRM THAT ALL COMPONENTS OF THE STEEL BUILDING SYSTEM DESCRIBED BELOW, TO BE SUPPLIED BY HCI STEEL BUILDING SYSTEMS, INC. AT ARLINGTON, WA HAVE BEEN OR WILL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, LOADS AND DESIGN CRITERIA AS SPECIFIED IN THE ORDER DOCUMENTS. '1. DESCRIPTION: HCI Job No: 2368 Project Name: UTILITY OIL HANDLING BLDG. Customer's Name: CLEVELAND CONSTRUCTION Building Type / Size: 40'-0" x 60'-0" x 20'-0" - 1:12 Slope Site Location: PORT ANGELES, WA 2. DESIGN STANDARDS: AISC "Manual of Steel Construction ": 9th edition. AISI "Cold Formed Steel Design Manual": 1986 edition. AWS D1.1 "Structural Welding Code-Steel": 2000 edition. AWS D1.3 "Structural Welding Code-Sheet Steel": 1998 edition. MBMA "Low Rise Building Systems Manual": 1996 edition. ASTM "Standards in Building Codes": 1997 edition. 3. LOADS: Applicable Building Code(s): 1997 UBC; Occupancy Category: (a) Dead Load- Actual Material Weight (b) CollateralLoad- 0.1 PSF (c) Roof Snow Load- 25 PSF, RoofLiveLoad- 20 PSF (c) Wind Load- Wind Speed '80' MPH ~ Exposure 'B'; ENCLOSED ~: ~:~. (d) Seismic Load- Seismic Zone '3' Ca = 0.36 4. CERTIFICATION BY ENGINEER: I, Kunming Gwo, a licensed Engineer (contracted to HCI) in the State of Washington - certify that I have reviewed the design criteria for the Steel Building System described above and to the best of my knowledge all components have been or will be designed to meet the applicable criteria as specified in the "ORDER DOCUMENTS.' Signature: ~ Date ~/~'~/~ ~ MAIN BUILDING CALCULATIONS PROJECT: UTILITY OIL HANDLING BLDG. JOB NO: 2368 CUSTOMER: CLEVELAND CONSTRUCTION LOCATION: PORT ANGELES, WA DATE: 8/27/2003 Page 1 Of 130 Job No 2368 modify Customer ' cLEVELAND CONSTRUCTION ' Date 8/2~22003 Descript~0n UTILITY OIL HANDLING BLDG. Designed By KUNMING Gw0 - HCI STEEL BUILDING ........... SYSTEMS, INC. Checked By Table Of Contents TABLE OF CONTENTS 1 - 1 APPLICABLE DESIGN CODES.OUT 2 - 2 MATERIAL S~ECIFIC~TIONS.OUT 3 - 3 DESCALC.OUT 4 - 16 RFDES-1.OUT 17 - 31 ROOFDES.OUT 32 - 64 SWDES-F.OUT 65 - 78 SWDES-B.OUT 79 - 88 EWDES-L.OUT 89 - 109 EWDES-R.OUT 110 - 130 Page 2 Of 130 Job No 2368 modify Customer ' CLEVELAND CONSTRUCTION Date 8/27~003 Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC. checked By Design Specifications The Building described in these calculations was designed according to the following design specifications. 1 Hot rolled sections and built up components have been designed in accordance with: 1989 Specification for Structural Steel Buildings - Allowable Stress Design. AISC "American Institute of Steel Construction" 1 East Wacker Drive, Suite 3100, Chicago, Illinois 60601-2001. 2 Cold formed components have been designed in accordance with: Specification for the Design of Cold-Formed Steel Structural Members. AISI "]American Iron and Steel Institute" 1996 Edition. 1000 16th Street, NW, Washinghton, DC 20036. 3 Welding has been applied in accordance with: AWS D1.1.96 "American Welding Society" Structural Welding Code - Steel Manual, 1996 Edition. 550 N.W. Lejeune Road, P.O. Box 351040, Miami,F1 33135. Page 3 Of 130 Job No 2368 modify Customer i CLEVELAND CONSTRUCTION Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Desired By KUNMING GWO HCI STEEL BUILDING SYSTEMS. INC. Checked By MATERIAL SPECIFICATIONS The following is the list of the material standards and specifications for which the building components have been designed: Si. Materials Specifications Grade No 1. Built-Up Members * Hot Rolled Bar ASTM A529-01 Grade 55 Fy = 55 Ksi Minimum * Structural Steel Sheet ASTM A570-98 Grade 55 Fy = 55 ksi Minimum * Structural Steel Plate ASTM A572-01 Grade 50 Fy = 50 ksi Minimum 2. Hot-Rolled Me~bers * Beams ASTM A 992-00 Fy = 50 ksi Minimum * Tubes ASTM A500-99 Grade B Fy = 46 ksi Minimum * Pipes ASTM A53-00 GR B, Type E Fy = 35 ksi Minimum * Channels ASTM A36-00a Fy = 36 ksi Minimum 3. Cold Formed Secondary Me,goers * Galvanized ASTM A653-00 SS Grade 55M Fy = 55 ksi Minimum Class 1 G-40 * Primed ASTM A570-98 Grade 55 Fy = 55 ksi Minimum 4. Sheeting Panels * Roof & Walls ASTM A653-00 SS Grade 50 Fy = 50 ksi Minimum Class 1 or 2 G-90 5. X-Bracing Members * Rods ASTM A36-01 Fy = 36 Ksi Minimum 6. High Strength Bolts ASTM A325-00 TYPE 1, PLAIN 7. Machine Bolts ASTM A307-97 GRADE A, PLAIN Page 4 Of 130 Job No 2368 I modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Descripti0~' UTILITY OIL HANDLING BLDG. ' Designed By. KUNMING CWO HCI STEEL BUILDING m SYSTEMS, INC. Checked By HCI STEEL PRODUCTS 18520 67 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR CLEVELAND CONSTRUCTION UTILITY OIL HANDLING BLDG. PORT ANGELES, WA 2368 BUILDING DATA Width (fL) 40.0 Length (fL) 60.0 Eave Height (fL) 20.0/ 20.0 Roof Slope {rise/12 } 1.00/ 1.00 Dead Load {psf ) 2.5 Live Load (psf ) 20.0 Collat. Load (psf ) 0.1 Snow Load (psf ) 25.0 Wind Speed(mph ) 80.0 Wind Code =UBC 97 Closed/Open = C Exposure = B Importance - Wind 1.00 Page 5 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRgCTION -'Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. ! Designed ByI KUN~iNG GW~ HCI STEEL BUILDING ............... i. SYSTEMS, INC. Checked By Importance - Seismic = 1.00 Seismic Zone = 3 Seismic Coeff (Ca) = 0.36 Designer = KgNMING GWO 8/22/03 2368 Design Loads For Each Building Component 8/22/03 3:52pm FRONT SIDEWALL: WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 10.0 -10.0 .. Girt/Header 13.3 10.3 .. Panel 14.4 -14.4 .. Parapet BACK SIDEWALL: WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 10.0 -10.0 . Girt/Header 13.3 -13.3 . Panel 14.4 -14.4 . Parapet LEFT ENDWALL: Page 6 Of 130 Job No 2368 modify Customer ' CLEVELAN6 coNsTRUCTION ! Date 8/27/2003 Description UTILITY OIL HANDLING BL~. '~esig~e~ my: K~Hi~ Gwo HCI STEEL BUILDING SYSTEMS, INC, 2368 Design Loads For Each Building Component 8/22/03 3:52pm BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.5 20.0 25.0 0.1 11.1 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 10.0 -10.0 .. Column 10.0 -10.0 .. Girt/Header 13.3 -13.3 .. Panel 14.4 -14.4 .. Parapet WIND COEFFICIENTS: Surf Rafter Wind_l Rafter Wind 2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.80 -0.50 0.80 -0.50 0,80 -0.50 0.00 0.00 2 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Dead Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1,00 0.00 0.00 1.00 0.00 0 0,00 4 1,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 RAFTER DESIGN LOADS: No. Load Snow/ Rafter Wind 1 Rafter Wind 2 I Aux Load Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 Page 7 Of 130 Job No2368 modify Customer ' CLEVELAND coNSTRucTioN i Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed B~ K~NM~N~ GWO HCI STEEL BUILDING Page 8 Of 130 Job No 2368 modify Customer i CLEVELAND CONSTRUCTION Date ' 8/27/2003 'Descriptionl UTILITY OIL HANDLING BLDG. Designed By KU~MING SWO HCl STEEL BUILDING ........ SYSTEMS, INC· Checked By 2368 Design Loads For Each Building Component 8/22/03 3:52pm 3 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 0.50 0.80 -0.50 0.80 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Dead Snow/ Rafter Wind Brace Wind Long Column Wind ] Aux Load No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 1,00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 -1.00 0 0.00 RAFTER DESIGN LOADS: NO. Load Snow/ Rafter Wind 1 Rafter Wind 2 I Aux Load Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0,00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 1.00 1.00 0.00 0.00 8.00 0.00 0.00 -1.00 0 0.00 AOXILARY LOADS: No. Aux NO. Add -- Cou~o -- Aux Id Combs Add-Id Coeff 1 1 E2UNB LL 1 1 1 0.50 ADDITIONAL LOADS: No. Add Surf Load I P V M Dx - Conc. Add Id, Id Type I Wi W2 Co Dxl D×2 - Unif. 1 1 2 D -0.26 -0.26 0.08 0.00 20.07 ROOFDES: Page 9 Of 130 Job No 2368 modify Customer CLEVELanD C~N~TRucTION ' Date 8/27/2003 Description: UTILITY OIL HANDLING BLDG. ~ Design~ By' KUNMING Gwo HCI STEEL BUILDING ~ SYSTEMS, INC. Checked By' 2368 Design Loads For Each Building Component 8/22/03 3:52pm BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Surface Load Load Load Load Wind Ratio Friction 2.5 20.0 25.0 0.1 Il.1 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct R 0.0 -11.1 .. Purlins 0.0 -14.4 .. Panels 8.9 -5.6 -7.8 .. Bracing PURLIN DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 2 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 3 2 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 BRACING DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 3 4 1 1.00 0.00 0.00 1.00 1,00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 RIGID FRf~ME #1: BASIC LOADS: Basic Defl Seis Weak Axis React Dead Live Snow Collateral Wind Ratio Load L Col R Col 2.5 20.0 25.0 0.1 11.1 1.00 0.3 0.0 0.0 Page 10 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description: UTILITY OIL HANDLING BLDG[ [ 6esigned B~ KUNMI~G GWO HCI STEEL BUILDING SYSTEMS, INC. C~g~Ae~ By 2368 Design Loads For Each Building Component 8/22/03 3:52pm WIND COEFFICIENTS: Surf --Wind 1 ..... Wind 2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: .................... Load Coefficients ................... No. Des Load Live/ Live ---Wind 1 ..... Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 37 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 0.50 0,00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 1.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 5 1.00 1.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 6 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 7 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 8 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 9 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 10 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 11 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 12 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 17 1.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0 18 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 21 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 22 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0,00 0 23 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 24 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 25 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 28 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 Page 11 Of 130 Job No 2368 modify Customer ~ CLEVELAND c0~T~UC~ioN ~ Date 8/2J/2003 Description UTILITY OIL HANDLING BLDG. Designed B~ KUNMING GWO HCl STEEL BUILDING SYSTEMS. INC. ........ ~ Checked ByI 2368 Design Loads For Each Building Component 8/22/03 3:52pm 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 30 1.00 1.00 0.00 0.00 0.00 0.00 0,00 O.O0 0,00 0 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 0 33 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.40 0 34 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 36 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 37 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.O0 0.00 0 2368 Reactions, Anchor Bolts, & Base Plates 8/22/03 3:52pm ............. Foundation Loads (k) .............................. Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line Line Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick 1 A 7 1.0 -0.2 8 -1.0 -0.2 4 0.750 6.00 7.88 0.375 3 0.0 2.8 1 B 7 2.5 -0.9 8 -2.5 -0.9 4 0.750 6.00 7.88 0.375 3 0.0 7.5 1 C 7 0.9 -0.1 8 -0.9 -0.1 4 0.750 6.00 7.88 0.375 9 0.9 3.5 10 0.9 -1.9 4 C 7 0.9 -0.1 8 -0.9 -0.1 4 0.750 6.00 7.88 0.375 10 0.9 3.5 9 0.9 -1.9 4 B 7 2.5 -0.9 8 -2.5 -0.9 4 0.750 6.00 7.88 0.375 3 0.0 7.5 4 A 7 1.0 -0.2 8 -1.0 -0.2 4 0.750 6.00 7.88 0.375 3 0.0 2.8 *2 A 1 3.9 11.3 2 -3.8 -3.3 4 0.750 6.00 10.25 0.500 3 2.9 12.1 4 1.0 -4.7 *2 C 5 3.8 -3.3 6 -3.9 11.3 4 0.750 6.00 10.25 0.500 3 -2.9 12.1 4 -1.0 -4.7 Page 12 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION - Date 8/~7/2~3 DescriptiOn UTILITY OIL HANDLING B~ Be~ig~ed B~ K~NMiNG GWO HCI STEEL BUILDING SYSTEMS, iNC· ' ........... ~ Checked By 2368 Reactions, Anchor Bolts, & Base Plates 8/22/03 3:52pm *2 Frame Lines : 2 3 Load Load Id Combination .................................. 1 DL+CO+LL+WR2/2 2 DL+WL2 3 DL+CO+LL 4 DL+LnWndL 5 DL+WR1 6 DL+CO+LL+WL2/2 7 DL+WRi+WS 8 DL+WP 9 DL+LL/2+WL2+WS 10 DL+LL/2+WR2+WS BRACING/PANEL SHEAR REACTIONS: ....... Bracing(k ) ........ Panel ---Wall-- Col .... Wind ...... Seismic--- Shear LOC Line Line Horz Vert Horz Vert (lb/ft) L EW 1 B 2.48 2.64 1.09 1.16 C 2.48 2.64 1.09 1.16 F SW C 3 ,4 3.02 2.69 2.26 2.01 R EW 4 C 2.48 2.64 1.09 1.16 B 2.48 2.64 1.09 1.16 B SW A 4 ,3 3.02 2.69 2.26 2.01 Page 13 Of 130 Job NO 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 iDescripti°n UTILITY OIL HANDLING BLDG. ' Designed B~ KU~ING GWO HCI STEEL BUILDING .............. ---- SYSTEMS, INC. Checked By 2368 Additional Reactions Report 8/22/03 3:52pm Rigid Frame Column Reactions Frame Col ---Dead--- Collateral ---Live ..... Live R-- -Wind L1-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert *2 A 0.3 1.6 0.0 0.0 2.6 10.5 1.3 2.5 -4.1 -4.9 *2 C -0.3 1.6 0.0 0.0 -2.6 10.5 -1.3 8.0 -1.9 -1.7 Frame Col -Wind Ri-- -Wind L2-- -Wind R2-- Seismic L- Seismic R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert *2 A 1.9 -1.7 4.1 -4.9 1.9 -1.7 -0.3 -0.3 0.3 0.3 *2 C 4.1 -4.9 -1.9 -1.7 4.1 -4.9 -0,3 0.3 0.3 -0.3 *2 Frame Lines : 2 3 Endwall Column Reactions -Out Of Plane- Frame Col Dead Collar Live -Brc Wind L- -Brc Wind R- Wind P Wind S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz 1 A 0.5 0.0 2.3 0.0 -0.7 0.0 -0.7 -1.0 1.0 1 B 1.1 0.0 6.4 2.5 -4.6 0.0 0.7 -2.5 2.5 1 C 0.4 0.0 1.8 0.0 2.1 2.5 -3.2 -0.9 0.9 4 C 0.4 0.0 1.8 2.5 -3.2 0.0 2.1 -0.9 0.9 4 B 1.1 0.0 6.4 0.0 0.7 2.5 -4.6 -2.5 2.5 4 A 0.5 0.0 2.3 0.0 -0.7 0.0 -0.7 -1.0 1.0 Page 14 Of 130 Job No 2368 modify Customer ' CLEVELAND CONSTRUCTION ' Date 8/27/2003 ~ - Desc=iptio. UTILITY OIL HANDLING BLDS. Des£gned By KUNMI~G HCl STEEL BUILDING ~ .......... SYSTEMS, INC, ' Checked By 2368 Additional Reactions Report 8/22/03 3:52pm Endwall Column Reactions ......................... Frame Col -Raf Wind L- -Raf Wind R- --Seismic L- --Seismic R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert 1 A 0.0 -0.7 0.0 -0.7 0.0 0.0 0.0 0.0 1 B 0.0 -2.0 0.0 -2.0 0.0 -1.3 0.0 1.2 1 C 0.0 -0.6 0.0 -0.6 0.0 1.2 0.0 -1.1 4 C 0.0 -0.6 0.0 -0.6 0.0 -1.1 0.0 1.2 4 B 0.0 -2.0 0.0 -2.0 0.0 1.2 0.0 -1.3 4 A 0.0 -0.7 0.0 -0.7 0.0 0.0 0.0 0.0 Frame Col --Aux 1 - Line Line Horiz Vert 2368 Seismic Design Report 8/22/03 3:52pm Building Data Code -UBC 97 Length 60.00 Width - 40.00 Left Eave Height = 20.00 Right Eave Height = 20.00 Seismic Formula Page 15 Of 130 Job NO 2368 modify Customer' CLEVELAND CONSTRUCTION Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. i Designed BY KUNMING GWO HCI STEEL BUILDING SYSTEMS. INC. ~ ........... -----~ : Checked By ' 2368 Seismic Design Report 8/22/03 3:52pm Shear Force, V - Omega*Rho*2.5*Ca*W*I/R Zone 3 Ca 0.36 I 1.00 Rho 2-20/(RMax*SQRT(W*L)) Building Weight For Seismic Bracing Calculations, W % Snow 0.00 Roof Dead 2.60 (psf Frame Dead 2.00 (psf Roof Total 4.60 (psf , Weight= 11.04 (k EW Dead 2.00 (psf , Weight= 1.67 (k F SW Dead 2.00 (psf , Weight- 1.20 (k B SW Dead 2.00 (psf , Weight= 1.20 (k Total - 15.11 {k Seismic Forces Roof Bracing R 5.60 , Rho - 1.18, RMa× = 0.50, Omega= 2.20 W 12.71 (k) Force - 3.80 (k) Sidewall Bracing Front R 5.60 , Rho = 1.18, RMax - 0.50, Omega- 2.20 W 7.55 (k) Force - 2.26 (k) Back R 5.60 , Rho = 1.18, RMax - 0.50, Omega= 2.20 W 7.55 (k) Force - 2.26 (k) Endwall Bracing Left R 5.60 , Rho - 1.18, RMax = 0.50, Omega= 2.20 W 3.65 (k) Force - 1.09 (k) Right R 5.60 , Rho = 1.18, RMax = 0.50, Omega= 2.20 W 3.65 (k) Page 16 Of 130 Job NO 2368 modify customer i CLEVELAND CONSTRUCTION Date 8/27/2003 Descripti°nl UTILITY OIL HANDLING BLDG. Designed B~ KUNMING GWO HCl STEEL BUILDING SYSTEMS, INC. ! Checked By 2368 Seismic Design Report 8/22/03 3:52pm Force = 1.09 (k) Rigid Frames R 4.50 , Rho - 1.00, RMax = 0.33, Omega= 1.00 Frame 1 W 4.48 (k) Force - 0.68 (k) End Plates Seismic factor= 2.80 Page 17 Of 130 Job No 2368 modify Customer CLEVELAND C0~STRUCTION Date 8/27/2003 - Desoripti0~' UTiL~T~ O~L EANDLINC BLDS. ~D.signed By~ ~UNMING SW0 HCl STEEL BUILDING ........ SYSTEMS, INC, Checked By i ' *2368 Rigid Frame Design Input Echo 8/ 1/03 ll:20pm '2368 *(2) PROGRAM OPTIONS: *Frame Frame Stress Frame No Of End Corm Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix Option Option_Id *(3)ANALYSIS OPTIONS: ~Plate Depth Frame Column_Dep_Opt{in) Rafter_Dep_Opt(in) Web_Stiffener P * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side Delta 'Y' 'N' 'Y' 'T ' 7.50 82.00 'T ' 10.00 82.00 'N' 0.00 'Y ' 'S' *(4)DESIGN CODE: *Design ---Steel Code ...... Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS ' 'AISI96' 'AISC89' ' .... ' 'UBC ' '97' '3 ' *(5)DESIGN CONSTANTS: Wind * ........... Steel_Yield(ksi ) .............. Stress_Ratio .... Strength * Web Flg R Frm P Frm T Frm EP BP Frame Col EP BP Factor 50.0 55.0 50.0 35.0 46.0 55.0 55.0 1.00 1.00 1.00 1.00 1.3333 *(6)DEFLECTION LIMITS: Total Weak Horz Vert Vert Axis 60.0 120.0 0.0 80.0 *(7)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React *(8)BUILDING SHAPE: Page 18 Of 130 Job NO 2368 modify Customer CLEVELAND CONSTRUCTION Date 82~7/2~03 Description' UTILITY OIL HANDLING BLDG. Designed B~ KU~MING h~ - HCI STEEL BUILDING SYSTEMS, INC. Checked By No. X Coord Y Coord Offset Surf (ft) (ft) (in) 4 0.0000 20.0000 8.000 20.0000 21.6667 8.000 40.0000 20.0000 8.000 40.0000 0.0000 8.000 *(9)MEMBER DEPTHS: * Surf Member --Depth(in)-- No. Interior_Depths * Id Size Start End Dep Loc.(ft) Depth(in) 1 .......... 9.750 15.000 0 2 ' ...... ' 14.000 14.000 0 3 ' ........ ' 14.000 14.000 0 4 ' ........ ' 15.000 9.750 0 *(10)MEMBER SPLICES: * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'PEE' 4 1 0.0000 'PEE' *(il)SEGMENT PLATES: * Mem No. Seg Len Flange Plate Thickness (in) Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 1 1 1 0.0000 5.00 0.1345 0.2500 0.2500 2 1 2 0.0000 5.00 0.1345 0.2500 0.2500 3 1 3 0.0000 5.00 0.1345 0.2500 0.2500 4 1 4 0.0000 5.00 0.1345 0.2500 0.2500 *(12)INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 *(13)TAPERED INTERIOR COLUMNS: *Col Col ---Depth .... No. Start --Web_Depth--- Web Flg OS_Fig IS_Fig Page 19 Of 130 Job No 2368 modify Customer CLEVELAN6 C~Ns~RUCTi~N Date 8/27/2003 ' ' Description' UTILITY OIL HANDLING BLDG. ' Designed B~ Gwo HCI STEEL BUILDING Page 20 Of 130 Job No 2368 modify Customer' CLEVELAND CONSTRUCTION Date 8/27/2003 Descripti~ UTILITY OIL H~NDLiNG B~[ ~eSigne~ B~ K~NMING GWO HCI STEEL BUILDING .............. SYSTEMS. INC. ' Checked By (21)WIND COEFFICIENTS: Surf --Wind 1 ..... Wind_2--- Long_Wind_l Surface Id Left Right Left Right Lt Rt Friction 1 0.80 -0.50 0.80 -0.50 -0.70 -0.70 0.00 2 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 -0.70 -0.70 0.00 (22)LONGITUDINAL BRACING LOADS: .... Wind ........ Seismic--- Horiz Vert Horiz Vert 3.02 2.99 2.26 2.24 .. Left Column 3.02 2.99 2.26 2.24 .. Right Column (23) DESIGN LOADS: ................... Load Coefficients ................... *Load Live/ Live -Wind_l- -Wind 2- Long_Wind -Seismic-- Aux_Load *No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 37 1 1.00 1.00 1.08 0.00 0.00 0.00 0.80 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0 0.00 18 1.00 1.00 1.00 0.80 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0 0.00 19 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -0.50 0.00 0.00 0.00 0 0.00 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0 0.80 21 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.50 0.00 0.00 0 0.00 22 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 Page 21 Of 130 Job No 2368 modify Customer dLEVELAND c~sTRU~TION Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed By KuNMi~ GW0 ECl STEEL BUILDING SYSTEMS. INC. · .............. '- Checked By 25 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0,00 0 0.00 26 0,00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 27 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 28 1.00 1.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 29 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 30 1,00 1.00 0,00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 1.00 0,00 0 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 -1,00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 0 0.00 33 1.00 1.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 -1,40 0 0.00 34 1.00 1,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.40 0,00 0 0,00 35 1.00 1.00 0.00 0.00 0.00 0,00 0.00 0,00 0.30 0,00 -1.40 0.00 0 0.00 36 1.00 1,00 1.00 -0.50 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0 0.00 37 1.00 1.00 0.50 0,50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 *(24)DESIGN LOADS: ................... Load Coefficients ................... *Load Live/ Live -Wind_l- -Wind 2- Long_Wind -Seismic-- Aux Load *No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 0 *(25)AUXILARY LOADS: *No. Aux Aux NO. Add Add Comb *Aux Id Name Loads Id Coeff 0 *(26)ADDITIONAL LOADS: (F-k , W-k/ft, Dx, Dy, Dl-ft) *NO. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type Wi W2 Co Dll D12 -Dist 0 *(27)FLOOR BEAMS: Bay NO. Beam Beam Con_Type Con Loc Beam Properties Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(28)CABLES: Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 *{29)CRANE BRACKET: *Crane BayId Crane Crane Beam .... Offset ....... Bracket .... Col Sup Load z= Of 130 Job NO 2368 modify Customer ~LEVELAND CONSTRUCTION Date 8/27/2003 UTILITY OIL HANDLING BLDG. i Designed B~' KUNMING GWO Description HCI STEELBUILDING SYSTEMS, INC. Checked By *No Id Lt Rt Type Height Depth Left Right Type Select L R {k ) 0 * (30) FRAME LINES: * No *Line Frame Line Id 2 23 *(31)DESIGN PLATES: *No. ---Plate .... Plate Size- Bolt Bolt ---Top ..... Bottom-- *Plt Type Id Width Thick Dia Gage Row Space Row Space 0 2368 Rigid Frame Design Code 8/ 1/03 ll:20pm STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 Seismic Coef - 0.36 2368 Base Plate and Anchor Bolt Design 8/ 1/03 ll:20pm Weak --Column Base-- Max_Reactions{k } Axis --Plate Size(in) .... Bolts(A307 }- Loc. Typ Depth Comp Tens Shear Tens Width Length Thick Row Diam Gage Left P 10.3 12.1 -3.5 -2.9 0.0 6.0 10.25 0.500 2 0.750 3.50 Right P 10.3 12.1 -3.5 2.9 0.0 6.0 10.25 0.500 2 0.750 3.50 WELDS: Page 23 Of 130 Job No 2368 modify customer~ CLEVELAND coNsTRUcTION , Date 8/272~003 !Descriptionl UTILITY OIL HANDLING BLDG. ' Designed By KUNMING GW~ HCI STEEL BUILDING ~ SYSTEMS, INC. Checked By 2368 Base Plate and Anchor Bolt Design 8/ 1/03 ll:20pm .... Outside Flange ....... Inside Flange ............. Web Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow Left 0.188 P1 0.35 2.78 0.188 F1 0.35 2.78 0.188 F 0.15 2.78 Right 0.188 F1 0.35 2.78 0.188 F1 0.35 2.78 0.188 F 0.15 2.78 2368 Bolted-End-Plate Design 8/ 1/03 ll:20pm Splice Member Web -Splice(in)- Ten ---Load(k , f-k ) ...... Bolts(A325 ) ..... Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage 1 FEE 1- 2 14.00 6.0 0.625 Top(b)x 0 11 63 2 0.750 4.00 3.00 Bot 12x 0 -3 36 2 0.750 4.00 3.00 2 -EE 2- 3 14.05 6.0 0.625 Top 12x 0 -2 8 2 0.750 4.00 3.00 Bot 1 0 0 48 2 0.750 4.00 3.00 3 PEE 3- 4 14.00 6.0 0.625 Top(a)x 0 -11 63 2 0.750 4.00 3.00 Bot 13× 0 3 36 2 0.750 4.00 3.00 (a)Moment: D+L+2.8*Seismic L (b)Moment: B+L+2.8*Seismic R x Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: .... Outside_Flange ....... Inside_Flange ............. Web ......... Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow 1 L 0.250 F 3.27 3.71 0.250 F 1.88 3.71 0.250 F 0.31 3.71 1 R 0.250 F 3.27 3.71 0.250 F 1.88 3.71 0.250 F 0.31 3.71 Page 24 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION ' Date - 8/~7)~03 HCi STEEL BUILDING Description UTILITY OIL HANDLING BLDG. i Designed By KUNMING GWO 2368 Stiffener Report 8/ 1/03 ll:20pm Stiff -Plate Size- Web Load ..... Force(k ) .... Location No. Width Thick Length Id Calc Allow UC Left Col 1 3.00 0.250 15.00 1 55.0 57.6 0.95 Right Col 1 3.00 0.250 15.00 1 55.0 57.6 0.95 Stiffener Yield = 50.0 ksi 2368 Flange Brace Report 8/ 1/03 ll:20pm Flange Brace Yield= 50.0 ksi Flange Brace Bolt = 0.500 (A307 Surf No. Id Brace Flange Braces 1 2 Loc : 1 2 Sides: 2 2 Part : L2x.075 L2x.075 Force: 0.20 0.32 BrcUC: 0.15 0.25 ConUC: 0.10 0.16 2 3 LOC : 1 3 4 Sides: 2 2 2 Page 25 Of 130 Job No 2368 modify Customer CLEVELAND C0~TRUCTION , Date 8~27/2003 Descripti~~ HCl STEEL BUILDING SYSTEMS, INC. Checked By 2368 Flange Brace Report 8/ 1/03 ll:20pm Part : L2x.075 L2x.075 L2x.075 Force: 0.19 0.10 0.06 BrcUC: 0.14 0.08 0.05 ConUC: 0.10 0.05 0.03 3 3 Loc : 1 2 4 Sides: 2 2 2 Part : L2x.075 L2x.075 L2x.075 Force: 0.06 0.10 0.19 BrcUC: 0.05 0.08 0.14 ConUC: 0.03 0.05 0.10 4 2 LOC : 1 2 Sides: 2 2 Part : L2x.075 L2x.075 Force: 0.20 0.32 BrcUC: 0.15 0.25 ConUC: 0.10 0.16 2368 Weld Report: Web To Flange 8/ 1/03 ll:20pm ---Max Weld Shear ............ Weld Provided ...... Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in) (in) (k/in } Type Side 1 1 1 12 0.32 0.188 3.71 F 1 2 2 6 1 0.59 0.188 2.78 F 3 3 15 1 0.59 0.188 2.78 F 1 4 4 20 11 0.32 0.188 3.71 F 1 2368 Special Segment Report 8/ 1/03 ll:20pm TOP OF LEFT COLUMN: Page 26 Of 138 Job NO 2368 modify Customer cLEVELAND CoNsTROC~i~N Date 8/27/2003 ~ Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC. Checked By 2368 Special Segment Report 8/ 1/03 ll:20pm Reqd Initial Web Thick= 0.135 ( 0.135} Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250} TOP OF RIGHT COLUMN: Reqd Initial Web Thick= 0.135 ( 0.135) Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250) 2368 Design Sur~ary Report 8/ 1/03 ll:20pm FRAME: Type - RF Line Id= 2 3 MEMBERS: Mem Segl Flange IWeb_Depthl Plate Thickness I Max UCV I Max UCO I Max UCI Id Id I Len WidlStrt Endl Web O-flg I-flglId Ld UcvlId Ld UcolId Ld Uci 1 1 19.4 5.0 9.8 15.0 0.135 0.250 0.250 5 1 0.20 5 1 0.66 5 1 0.90 2 2 18.2 5.0 14.0 14.0 0.135 0.250 0.250 6 1 0.73 10 1 0.85 6 1 0.83 3 3 18.2 5.0 14.0 14.0 0.135 0.250 0.250 15 1 0.73 11 1 0.85 15 1 0.83 4 4 19.4 5.0 15.0 9.8 0.135 0.250 0.250 16 1 0.20 16 1 0.66 16 1 0.90 No. Cycles For Plate Optimization= 3 Page 27 Of 130 Job No 2368 modify Customer- CLEVELAND CONSTRUCTION Date 8/27/2003 Desc~ip~±0~ ~IL~TY OIL HANDLING BLDG. [ Designed By KUNMIN~ GWO HCI STEEL BUILDING SYSTEMS, INC. -- .............. ~1 Checked By ' 2368 Design Summary Report 8/ 1/03 ll:20pm LOAD COMBINATIONS: 1 - DL+CO+LL WEIGHTS: Member : 1 2 3 4 Weight (lb) : 279 271 271 279 Total Weight (lb} : Frame Members = 1100 Interior Col. - 0 Conn, Plates = 132 Base Plates - 17 Trans Stiff - 0 I250 REACTIONS: (Sidewall Columns) Load ..... Left Column .................. Right_Column ........ Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k } Fz(k } M(f-k ) i 2.90 12.15 0.00 0.00 -2.90 12.15 0.00 0.00 2 2.53 2.03 0.00 0.00 -3.54 5.23 0.00 0.00 3 3.54 5.23 0.00 0.00 2.53 2.03 0.00 0.80 4 -2.53 2.03 0.00 0.00 -3.54 5.23 0.00 0.00 5 3.54 5.23 0.00 0.00 2.53 2.03 0.00 0.00 6 0.83 9.71 0.00 0.00 -3.86 11.31 0.00 0.00 7 3.86 11.31 0.00 0.00 -0.83 9.71 0.00 0.00 8 0.83 9.71 0.00 0.00 -3.86 11.31 0.00 0.00 9 3.86 11.31 0.00 0.00 -0.83 9.71 0.00 0.00 10 -3.82 -3.27 0.00 0.00 -2.25 -0.06 0.00 0.00 11 2.25 -0.06 0.00 0.00 3.82 -3.27 0.00 0.00 12 -3.82 -3.27 0.00 0.00 -2.25 -0.06 0.00 0.00 13 2.25 -0.06 0.00 0.00 3.82 -3.27 0.00 0.00 14 1,01 -4.65 3.02 0.00 1.01 -4.65 3.02 0.00 15 1.04 1.33 0.00 0.00 -1.04 1.33 0.00 0.00 16 1.01 -4.65 3.02 0.00 -1.01 -4.65 3.02 0.00 Page 28 Of 130 Job No 2368 modify CustomerI CLEVELAND CONSTRUCTION Date ' 8/27/2003 [Descripti0n' UTILITY OIL HANDLING BLDG. i Designed By' KUNMING GW5 HCI STEEL BUILDING SYSTEMS, INC. - .............. '~ Checked By 2368 Design Suuumary Report 8/ 1/03 ll:20pm 17 1.04 1.33 0.00 0.00 -1.04 1.33 0.00 0.00 18 3.24 9.02 1.51 0.00 -3.24 9.02 1.51 0.00 19 3.26 12.01 0.00 0.O0 -3.26 12.01 0.00 0.00 20 3.24 9.02 1.51 0.00 -3.24 9.02 1.51 0.00 21 3.26 12.01 0.00 0.00 -3.26 12.01 0.00 0.00 22 2.30 0.64 3.02 0.00 -2.30 0.64 3.02 0.00 23 2.33 6.62 0.00 0.00 -2.33 6.62 0.00 0.00 24 2.30 0.64 3.02 0.00 -2.30 0.64 3.02 0.00 25 2.33 6.62 0.00 0.00 -2.33 6.62 0.00 0.00 26 -0.34 -0.34 0.00 0.00 -0.34 0.34 0.00 0.00 27 0,34 0.34 0.00 0.00 0.34 -0.34 0.00 0.00 28 0.00 1.31 0.00 0.00 -0.68 1.98 0.00 0.00 29 0.68 1.98 0.00 0.00 0.00 1.31 0.00 0.00 30 0.34 -0.59 2.26 0.00 -0.34 -0.59 2.26 0.00 31 0.36 3.89 0.00 0.00 -0.36 3.89 0.00 0.00 32 -0.14 1.17 0.00 0.00 -0.81 2.12 0.00 0.00 33 0.81 2.12 0.00 0.00 0.14 1.17 0.00 0.00 34 0.34 -1.49 3.16 0.00 -0.34 -1.49 3.16 0.00 35 0.37 4.78 0.00 0.00 -0.37 4.78 0.00 0.00 36 2.26 10.89 0.00 0.00 -2.26 8.15 0.00 0.00 37 2.26 8.15 0.00 0.00 -2.26 10.89 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load ~ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.17 0,17 -2.11 2 2.86 2.95 -0.66 3 -2.95 -2.86 -0.66 4 2.86 2.95 -0.66 5 -2.95 -2.86 -0.66 6 1.31 1.59 -1.81 7 -1.59 -1.31 -1.81 8 1.31 1.59 -1.81 9 -1.59 -1.31 -1.81 10 2.93 2.87 0.50 11 -2.87 -2.93 0.50 Page 29 Of 130 Job No 2368 modify Customer ' CLEVELAND ~ - CONSTRUCTION !Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed Byl KUN~iNG Swo HCI STEEL BUILDING SYSTEMS. INC. ? ............. i ~h~ ~y - 2368 Design Suramary Report 8/ 1/03 ll:20pm 12 2.93 2.87 0.50 13 -2.87 -2.93 0.50 14 0.01 -0.01 0.15 15 0.01 -0.01 0.15 16 0.01 -0.01 0.15 17 0.01 -0.01 0.15 20 -0.16 0.16 -1.92 22 -0.07 0.07 -0.79 23 -0.07 0.07 -0.80 24 -0.07 0.07 -0.79 25 -0.07 0.07 -0.80 26 0.54 0.54 0.03 27 -0.54 -0.54 -0.03 28 0.52 0.56 -0.26 29 -0.56 -0.52 -0.26 30 -0.02 0.02 -0.24 31 -0.02 0.02 -0.25 32 0.73 0.77 -0.27 33 -0.77 -0.73 -0.27 34 -0.02 0.02 -0.24 35 -0.02 0.02 -0.25 36 0.14 0.40 -1.64 37 -0.40 -0.14 -1.64 DEFLECTIONS LIMIT: Lateral Dell Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 1380 1380 227 2 81 78 725 3 78 81 725 4 81 78 725 5 78 81 725 6 177 145 265 Page 30 Of 130 Job No 2368 modify Customer CLEVELAND coNsTR~C~0N ' Date ~ 8/27/~00~ Description UTILITY OIL HANDLING BLDG. Designed By[ KUNMING GWO HCI STEEL BUILDING ~ SYSTEMS. INC. ~ Checked By 2368 Design Summary Report 8/ 1/03 ll:20pm 7 145 177 265 8 177 145 265 9 145 177 265 10 79 80 961 11 80 79 961 12 79 80 961 13 80 79 961 14 29105 29104 3197 15 28627 28627 3297 16 29104 29104 3197 17 28627 28627 3297 18 1499 1499 250 19 1499 1499 250 20 1499 i499 250 21 1499 1499 250 22 3462 3462 606 23 3469 3469 603 24 3462 3462 606 25 3469 3469 603 26 432 432 16185 27 432 432 16185 28 448 417 1871 29 417 448 1871 30 11992 11992 1974 31 12054 12054 1946 32 316 301 1788 33 301 316 1788 34 11992 11992 1974 35 12079 12079 1936 36 1676 579 292 37 579 1676 292 Max Live Vertical = -1.87, Span/Deflection = 257. {Limit= 120.) Max Horizontal Drift= 2.95, Eave Height/Drift= 79. (Limit= 60.) P-DELTA CHECK: Page 31 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUcTioN Date 8/27/2~03 Descripti°nUTILITY OIL HANDLING BLDG. ' Designed By[ KUNMING GWO HCl STEEL BUILDING SYSTEMS. INC. ........ ~ Checked B~ 2368 Design Summary Report 8/ 1/03 ll:20pm ......... Design_Load .......... Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit Left Column: 28 1.04 -0.34 0.518 4.00 0.033 0.100 Right Column: 29 1.04 0.34 -0.518 4.00 0.033 0.100 2368 Rigid Frame Clearances 8/ 1/03 ll:20pm VERTICAL CLEARANCE: Left Col 18'03-06" {X= 1'11-08", Y= 18'03-06") Right Col 18'03-06" (X- 38'00-08", Y- 18'03-06") Midspan 19'09-07" (XTM 20'00-00", Y- 19'09-07") HORIZONTAL CLEARANCE: Left Col Right Col 36'00-15" (Xi= 1'11-08", X2= 38'00-08") 2368 Rigid Frame Design Warnings 8/ 1/03 ll:20pm .. NO Warnings Page 32 Of 130 Job No 2368 modify i Custo~e~ ~ ctm~h~D C~NSTRUCTiON Date 8/27/2003 'Descrimti°nUTILITY OIL HANDLING BLDGi Designed By KUNMiNG GWO HCl STEEL BUILDING .......... SYSTEMS, INC. Ch~ed By' *2368 Roof Design Input 8/22/03 3:51pm < PROGRAJ~ OPERATION > '(1)JOBID: (Max: 60 char} '2368' (2}PROGRDJ4 OPTIONS: Run Run Run Purlin Panel Brace *(3)DESIGN CODE: *Design ---Steel Code ...... Build--- Seismic Code Cold Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' ' .... ' 'UBC ' '97' '3 ' *(4)DESIGN CONSTANTS: Wind ..... Steel_Yield(ksi } .......... Stress Ratio ...... Lap Strength Purlin Panel R Col W Col Purlin Panel Wind Frame Stiff Factor 55.0 50.0 50.0 55.0 1.00 1.00 1.00 0.50 1.3333 *(5)DEFLECTION LIMITS: .... Purlin .......... Extension ........ Panel--- Wind Live Wind Total Live Wind Total Live Wind Frame 120.0 90.0 0.0 120.0 120.0 0.0 90.0 90.0 80.0 *(6)REPORTS: Input Purlin Purlin Eave Roof Cable Echo Design Summary Strut Panel Brace *(7)BUILDING TYPE: Build L_Expand_EW R_Expand_EW ...... Open_Wall ....... Type Use Offset Use Offset L EW F SW R EW B SW Page 33 Of 130 Job No 2368 i modify Customer CLEVELAND CONSTRUCTION ! Date 8/27/2003 DescriPtion[ UTiLiTY OIL HANDLING BLDG. D. sign.d By KUNMING GWO HCl STEEL BUILDING SYSTEMS. INC. 'FF-' 'N ' 15.500 'N ' 15.500 'N' 'N' 'N' 'N' *< BUILDING LAYOUT > *(8)BUILDING SHAPE: No. X Coord Y Coord * Surf (ft) (ft) 4 0.0000 20.0000 20.0000 21.6667 40.0000 20.0000 40.0000 0.0000 *(9)WALL BAY SPACING: (Max: 40 bays) Wall Sets Of Bay No. Id Bays Width Bays 1 2 21.5000 1 18.5000 1 2 1 20.0000 3 3 2 18.5000 1 21.5000 1 4 1 20.0000 3 5 1 20.0000 3 *(10)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open Id Opens Id Width Height Offset Type 1 0 2 1 2 17.0000 15.0000 1.5000 1 3 0 4 0 *(ii)PARTIAL WALLS: * Wall Set_Of --Bay_Id-- Wall Base Full Id Bays Start End Height Type Load Use 1 0 Page 34 Of 130 Job NO 2368 modify Customer ' CLEVELAND CONSTRUCTION ~ ~ate 8/2~0~3' 'Deseriptionl UTILITY OIL HANDLING BLDG. ! Designed By KONM~G ~W0 HCI STEEL BUILDING : 2 8 3 0 4 0 *(12)SURFACE EXTENSION/FRA~ME RECESS: * Surf ---Surf Ext--- Frame Recess .... Rafter Size ..... Id Left Right Left Right Left Right 2 0.0000 0.0000 1.0000 1.0000 'W8xlO 'W8xlO 3 0.0000 0.0000 1.0000 1.0000 'WSxl0 'WSxl0 *(13)PURLINS: * Surf Purlin OS_Flg IS_Fig Set Set_Lap Max Unbr Id Type Brace Bzace Depth Ext Iht Length 2 'ZB' 'Y' 'N' 0.000 0.0000 0.0000 0.0000 3 'ZB' 'Y' 'N' 0.000 0.0000 0.0000 0.0000 *(14)PURLIN SPACING: * Surf Peak Max Set Set_Of -Set_Space- Id Space Space Space Space Space No. 2 1.0000 5.0100 0.0000 0 3 1.0000 5.0100 0.0000 0 *(15)PURLIN SIZE: Surf Set No. * Id Purl Purl Purlin Size *(i6)PANELS & EAVE STRUT: Panel Standing Eave ---Gutter--- Girt_Depth * Size Seam Type F SW B SW F SW B SW 'HHR 26 'N' 'ZB' 'Y' 'Y' 8.000 8.000 *(17)WIND FRAMING SELECTION: ........... Order Of Selection ........... * Wall Panel Diagonal Wind Wind Weak Axis * Id Shear Bracing Bent Column Bending Page 35 Of 130 Job No 2368 modify customer' cLEVElAND CONST~0~ON Date Description i UTILITY OIL HANDLING BLDG. i Designed By KUNMING GWO HCI STEEL BUILDING : ...... 0 * (23)EAVE EXTENSIONS SIZE: *Wall No_Of Ext --Bay_Id ..... Extension Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 2 0 4 0 *(24)EAVE EXTENSIONS PURLINS: Page 36 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. ~ Designed B~ KUNMING GW~ HCl STEEL BUILDING .............. SYSTEMS, INC. Checked By' *Ext Purlin OS_Fig IS Flg Set Set_Lap Max UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space ~(25)CANOPY SIZE: *Wall No Of Ext --Bay Id ..... Extension_Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 1 0 2 0 3 0 4 0 *(26)CANOPY PURLINS: *Ext Purlin OS_Fig IS_Fig Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Iht Length Space Space Space *(27)CANOPY PANELS: *Ext Panel Standing *Id Size Seam *(28)FACIA/PARAPET LAYOUT: *Wall No_Of Ext --Bay_Id-- Edge_Extend Eave Use *Id Extend Id Type Start End Left Right Mount Type Gutter 1 0 2 0 3 0 4 0 *(29)FACIA/PARAPET SIZE: *Ext --- Extension_Size ............. Facia ........ Arm Back Facia *Id Height Width Slope Elev Height Slope Slope Slope Project *(30)FACIA/PARAPET PURLINS: *Ext Purlin OS_Fig IS_Fig Set Set_Lap Max UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(31)FACIA/PARAPET PANELS: Page 37 Of 130 Job No 2368 modify Customer CLEOELAND co~RUCTf0N t ~ae~ - 8)27/2008 Description' UTILITY OIL HANDLING BLDG. ' Designe~ B~ K~N~i~G ~0 HCl STEEL BUILDING ................ SYSTEMS. INC. ~eak;~ B~' *Ext -- Roof Panel ...... Soffit Panel .... Fzont Panel ...... Back Panel ..... *Id Size SSeam Size Rot Space Size SSeam Size Rot Space *(32)EXTENSION BRACING: *Ext Max Pan Brace User_Selected_Bays *Id Shear Type No. Bay Id *(33)BASE ELEVATION: Sidewalls Front Back 0.00 0.00 DESIGN LOADS > *(34)BASIC LOADS: * Dead Collar Live Snow Basic Wind Load Ratio Frict Edge Strip Seis % * Load Load Load Load Wind Defl Factor Coef Width Ratio Coef Snow 2.5 0.1 20.0 25.0 11.1 1.00 1.00 0.00 4.000 1.50 0.2989 0.00 *(35)WIND PRESSURE/SUCTION: (psf ) Wind Wind Wind Press Suct Suct R 0.0 -11.1 .. Purlins 0.0 -31.1 .. Gable Extension 0.0 -14.4 .. Panels 8.9 -5.6 -7.8 .. Bracing *(36)EXTENSION BASIC LOADS: * ...... Purlin_Wind ............. Panel_Wind ....... *Ext Dead Collat Live Attach Beam Facia Beam Attach Beam Facia Beam *Id Load Load Load Press Suct Press Suct Press Suct Press Suct *(37)PURLIN DESIGN LOADS: Surf No Des Load Live/ Wind Wind Aux Load Id Loads Id Dead Collat Snow Press Suct Id Coef 2 2 1 1.00 1.00 1.00 0.00 0.00 0 0.00 Page 38 Of 130 Job No 2368 modify Customer CLEVEhAN~ CONSTRUCTION Date 8/27/2003 Description' UTILITY OIL HANDLING BLDG. ~ Designed B~ ~uN~Y~ ~ - HCI STEEL BUILDING SYSTEMS, INC. ; ......... ~ Checked By~ 2 1.0O 0.00 0.00 0.00 1.00 0 0.00 3 2 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0 0.00 *(38)PURLIN DESIGN LOADS: Deflection * Surf NO Des Load Live/ Wind Wind Aux Load Id Loads Id Dead Collat Snow Press Suct Id Coef 2 0 3 0 *(39}BRACING DESIGN LOADS: * Surf NO Des Load Live/ Wind Wind Au× Load Id Loads Id Dead Collat Snow EW Roof Seis Id Coef 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 3 4 1 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 0.00 0.50 1.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.50 0.50 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 1.00 0 0.00 *(40)EXTENSION DESIGN LOADS: No Des Load Live/ Wind Wind Aux Load Loads Id Dead Collar Snow Press Suct Id Coef 0 *(41)EXTENSION DESIGN LOADS: Deflection NO Des Load Live/ Wind Wind Aux Load Loads Id Dead Collat Snow Press Suct Id Coef 0 *{42)AUXILIARY LOADS: * No. Aux Aux No. Add Add Load * Aux Id Name ComJos Id Coef 0 *(43)ADDITIONAL LOADS: (F-lb/ft, W-psf, Dx-ft) * No. Add Surf Basic Load I Fy Dx - Concentrated Page 39 Of 130 Job No 2368 modify Cnstome= cLEV~Li~D C6~TRucTION - Da~e 8/27/2003 Description! UTILITY OIL HANDLING BLDG. - D"~n"d By' KUNMING ~O HCI STEEL BUILDING SYSTEMS. INC. Checked By - ' * Add Id Id Load Type I Wi W2 Dxl Dx2 - Distributed 0 *(44)PURLIN LAPS: *Surf Data ..... Set 1 ............ Set 2 ............. Set 3 ....... * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(45)PURLIN LAPS: Extensions *Ext Data ...... Set 1 ............. Set 2 ............. Set 3 ....... * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(46)PURLIN STRAPS: Data ---Set 1 ...... Set 2 ...... Set 3 ...... Set 4--- Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan *(47)PURLIN STRAPS: Extensions *Ext Data ---Set 1 ...... Set 2 ...... Set 3 ...... Set 4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 2368 Roof Design Code 8/22/03 3:51pm STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code UBC Year - 97 Seismic Zone 3 2368 Purlin Design Report 8/22/03 3:51pm Page 40 Of 130 Job No 2368 ~ modify cust0m~r cLEVELAND CONSTRUCTION Date 8~27/20~3 Description i UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCl STEEL BUILDING SYSTEMS. INC. ! ........... 7' ' Checked By' 2368 Purlin Design Report 8/22/03 3:51pm ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 4.00) PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8Z25U16 1.00 4.75 1 0 2.8 2.8 1 2 8Z25U16 19.00 0.88 4.75 1 0 54.9 54.9 2 3 8Z25U16 20.00 0.88 0.88 4.75 1 0 60.0 60.0 3 4 8Z25U16 19.00 0.88 4.75 1 0 54.9 54.9 5 8Z25U16 1.00 4.75 1 0 2.8 2.8 Total(lb)- 175.3 Purlin DLTM 0.61 (psf ) LOAD COMBINATION # 1 : DL+CO+LL PURLIN ANALYSIS: ........ SHEAR(k ) ............... MOMENT(f-k ) ....... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.07 2 0.98 -1.38 -1.49 0.07 -3.64 7.54 3.67 4.93 3 1.30 1.19 -1.19 -1.30 4.93 3.84 -1.59 10.00 3.84 4.93 Page 41 Of 130 Job No 2368 modify customer ~ZEVELAND C6~STRUCTfON ' Date 8/27/2003 Description] UTILiTY OIL HANDLING BL~i D"~gn~d B~ KUN~NG swo HCI STEEL BUILDING SYSTEMS. INCi 2368 Purlin Design Report 8/22/03 3:51pm 4 1.49 1.38 -0.98 4.93 3.67 -3.64 11.46 0.07 5 0.13 0.©0 0,07 0.08 1.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 2.31 0.06 RS 0.07 4.33 0.02 RS 0.00 0.15 2 RL -1.38 2.31 0.60 RL 3.67 4.33 0.85 RL 0.84 -0.79 1.90 3 RL -1.19 2.31 0.51 RL 3.84 4.33 0.89 RL 0.88 -0.18 2.00 4 LL 1.38 2.31 0.60 LL 3.67 4.33 0.85 LL 0.84 -0.79 1.90 5 LS 0.13 2.31 0.06 LS 0.07 4.33 0.02 LS 0.00 0.15 UNBRACE LENGTHS Span ........... Minor ............ Id Major LS LL MS RL RS 2 19.0 15.0 0.0 0.0 3.1 0.9 3 20.0 0.9 4.2 0.0 4.2 0.9 4 19.0 0.9 3.1 0.0 0.0 15.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SREAR(k } ( 0.Ein A307 ) Id Left Right Left Right 2 1.41 0.67 3 1.41 1.41 0.67 0.67 4 1.41 0.67 LOAD COMBINATION # 2 : DL+WS Page 42 Of 130 Job No 2368 modify Customer ! CLEVELAND CON~Ruc~i~ ~ ~t& 8/~/~03 ;Descript~0n: uTiL~TY ~L HANDLING B~DG ? ~si~n~ B~ K~NMiN~ GWo SYSTEMS, INC. Cgecked B~ i PURLIN ANALYSIS: ........ SHEAR(k ) ............... MOMENT(f-k ) ....... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.07 0.00 0.00 0.00 -0.03 2 -0.51 0.71 0.77 -0.03 1.88 7.54 -1.90 -2.54 3 -0.67 0.61 0.61 0.67 -2.54 -1.98 0.82 10.00 -1.98 -2.54 4 -0.77 -0.71 0.51 -2.54 -1.90 1.88 11.46 -0.03 5 -0.07 0.00 -0.03 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id LOC Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.07 3.08 0.02 RS -0.03 5.77 0.01 RS 0.00 -0.10 2 RL 0.71 3.08 0.23 MS 1.88 4.04 0.46 RL 0.13 0.53 2.53 3 RL 0.61 3.08 0.20 RL -1.98 5.77 0.34 RL 0.13 0.12 2.67 4 LL -0.71 3.08 0.23 MS 1.88 4.04 0.46 LL 0.13 0.53 2.53 5 LS -0.07 3.08 0.02 LS -0.03 5.77 0.01 LS 0.00 -0.10 UNBRACE LENGTHS Span ........... Minor ............ Id Major LS LL MS RL RS 2 19.0 0.0 15.0 15.0 0.0 0.0 3 20.0 0.0 0.0 9.9 0.0 0.0 4 19.0 0.0 0.0 15.0 15.0 0.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Page 43 Of 130 Job No 2368 modify Customer ! CLEVELAND CONSTRUCTION ' Date ~ 8/27/2003 ' Description: UTILITY OIL HANDLING BLDG. Designed By KUNMING CWO MCI STEEL BUILDING SYSTEMS. INC. i Checked By 2368 Purlin Design Report 8/22/03 3:51pm Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.73 0.26 3 0.73 0.73 0.26 0.26 4 0.73 0.26 2368 Purlin Design Report 8/22/03 3:51pm ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (fL) Left Right Space Row Brace Weight Weight 1 8Z25U16 1.00 4.75 3 0 2.8 8.3 1 2 8Z25U16 19.00 0.88 4.75 3 0 54.9 164.6 2 3 8Z25U16 20.00 0.88 0.88 4.75 3 0 60.0 180.1 3 4 8Z25U16 19.00 0.88 4.75 3 0 54.9 164.6 5 8Z25U16 1.00 4.75 3 0 2.8 8.3 Total(lb)- 525.8 Purlin DL= 0.61 {psf ) LOAD COMBINATION # 1 : DL+CO+LL Page 44 Of 130 Job No 2368 modify Customer CLEVELAND C©~STRUCTION - Date ' 8/2~/2003 !Description UTILITY OIL HANDLING BLDG. Designed By' KUNMING GWO NCt STEEL BUILDING ............ Chec~;d D~' SYSTEMS, INC. 2368 Purlin Design Report 8/22/03 3:51pm PURLIN ANALYSIS: ...... SHEAR(k ) ............... MOMENT(f-k ) ....... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom LOC Lap Sup 1 0,00 -0.13 0.00 0.00 0.00 0.07 2 0.98 -1.38 -1.49 0.07 -3.64 7.54 3.67 4.93 3 1.30 1.19 -1.19 -1.30 4.93 3.84 -1.59 10.00 3.84 4,93 4 1.49 1.38 -0.98 4.93 3.67 -3.64 11.46 0.07 5 0.13 0.00 0.07 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR{k ) .......... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 2.31 0.06 RS 0.07 4.33 0.02 RS 0.00 0.15 2 RL -1.38 2.31 0.60 RL 3.67 4.33 0.85 RL 0.84 -0.79 1.90 3 RL -1.19 2.31 0.51 RL 3.84 4.33 0.89 RL 0.88 -0.18 2.00 4 LL 1.38 2.31 0.60 LL 3.67 4.33 0.85 LL 0.84 -0.79 1.90 5 LS 0.13 2.31 0.06 LS 0.07 4.33 0.02 LS 0.00 0.15 UNBRACE LENGTHS Span ............ Minor ............ Id Major LS LL MS RL RS 2 19.0 15.0 0.0 0.0 3.1 0.9 3 20.0 0.9 4.2 0.0 4.2 0,9 4 19,0 0.9 3.1 0.0 0,0 15.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right Page 45 Of 130 Job No 2368 , modify Customer CLEVELAND CONSTRUCTION Date ' 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed BM EUNMING G~0 HCI STEEL BUILDING LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: ..... SHEAR(k ) ............. MOMENT(f-k } ...... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.04 0.00 0.00 0.00 -0.02 2 -0.40 0.45 0.48 -0.02 1.21 8.62 -1.18 -1.59 3 -0.41 -0.37 0.37 0.41 -1.59 -1.24 0.46 10.00 -1.24 -1.59 4 -0.48 -0.45 0.40 -1.59 -1.18 1.21 10.38 -0.02 5 -0.04 0.00 -0.02 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ..... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 3.08 0.01 RS -0.02 5.77 0.00 RS 0.00 -0.08 2 RL 0.45 3.08 0.14 MS 1.21 4.04 0.30 RL 0.05 0.38 2.53 3 RL 0.37 3.08 0.12 RL -1.24 5.77 0.22 RL 0.05 0.07 2.67 4 LL -0.45 3.08 0.14 MS 1.21 4.04 0.30 LL 0.05 0.38 2.53 5 LS -0.04 3.08 0.01 LS -0.02 5.77 0.00 LS 0.00 -0.08 UNBRACE LENGTHS Span .......... Minor ............ Id Major LS LL MS RL RS Page 46 Of 130 Job No 2368 modify Customer ' CLEVELAND CONSTRUCTION Date 8/27/2003 [Description [ ~TILITY OIL HANDLING BLDG. i ~Signed B~[ KUNMING GWO HCl STEEL BUILDING SYSTEMS. INC. Checked By 2368 Purlin Design Report 8/22/03 3:51pm 2 19.0 0.0 15.0 15.0 0.0 0.0 8 20.0 0.0 0.0 9.5 0.0 0.0 4 19.0 0.8 0.0 15.0 15.0 0.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.45 0.16 3 0.45 0.45 0.16 0.16 4 0.45 0.16 2368 Purlin Design Report 8/22/03 3:51pm ROOF PURLIN DESIGN RUN # 2, SURFACE ~ 3 PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8Z25U16 1.00 4.75 3 0 2.8 8.3 1 2 8Z25U16 19.00 0.88 4.75 3 0 54.9 164.6 2 3 8Z25U16 20.00 0.88 0.88 4.75 3 0 60.0 180.1 3 4 8Z25U16 19.00 0.88 4.75 3 0 54.9 164.6 5 8Z25U16 1.00 4.75 3 0 2.8 8.3 Total(lb)= 525.8 Page 47 Of 130 Job No2368 modify Customer ! CLEVELAND CONSTRUCTION [ Da~e ' 8/272~03 Description UTILITY OIL HANDLING BLDG. Desi~ B~ ~U~M~NG ~w0 HCl STEEL BUILDING SYSTEMS, iNC. ~ ..... Checked By' 2368 Purlin Design Report 8/22/03 3:51pm Purlin DL= 0.61 (psf ) LOAD COMBINATION # 1 : DL+CO+LL PURLIN ANALYSIS: ....... SHEAR(k ) ............... MOMENT(f-k ) Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.08 0.00 0.07 2 0.98 -1.38 -1.49 0.07 -3.64 7.54 3.67 4.93 3 1.30 1.19 -1.19 -1.30 4.93 3.84 -1.59 10.00 3.84 4.93 4 1.49 1.38 -0.98 4.93 3.67 -3.64 11.46 0.07 5 0.13 0.00 0.07 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k } .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 2.31 0.06 RS 0.07 4.33 0.02 RS 0.00 0.15 2 RL -1.38 2.31 0.60 RL 3.67 4.33 0.85 RL 0.84 -0.79 1.90 3 RL -1.19 2.31 0.51 RL 3.84 4.33 0.89 RL 0.88 -0.18 2.00 4 LL 1.38 2.31 0.60 LL 3.67 4.33 0.85 LL 0.84 -0.79 1.90 5 LS 0.13 2.31 0.06 LS 0.07 4.33 0.02 LS 0.00 0.15 UNBRACE LENGTHS Span ............ Minor ........... Id Major LS LL MS RL RS 2 19.0 15.0 0.0 0.0 3.1 0,9 Page 48 Of 130 Job No 2368 modify Customer~ ~LEVELAND CONSTRUCTION Date 8~27/20~3 - Description u~ILIT~ OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING ~ SYSTEMS, INC. ~hecked By 2368 Purlin Design Report 8/22/03 3:51pm 3 20.0 0.9 4.2 0.0 4.2 0.9 4 19.0 0.9 3.1 0.0 0.0 15.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 1.41 0.67 3 1.41 1.41 0.67 0.67 4 1.41 0.67 LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: ..... SHEAR(k ) ............... MOMENT(f-k ) Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.04 0.00 0.00 0.00 -0.02 2 -0.40 0.45 0.48 -0.02 1.21 8.62 -1.18 -1.59 3 -0.41 -0.37 0.37 0.41 -1.59 -1.24 0.46 10.00 -1.24 -1.59 4 -0.48 -0.45 0.40 -1.59 -1.18 1.21 10.38 -0.02 5 -0.04 0.00 -0.02 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION{in) Id Loc Calc Allow UC LOC Calc Allow UC Loc UC Calc Allow 1 RS 0.04 3.08 0.01 RS -0.02 5.77 0.00 RS 0.00 -0.08 2 RL 0.45 3.08 0.14 MS 1.21 4.04 0.30 RL 0.05 0.38 2.53 Page 49 Of 130 Job No 2368 modify Customer [ ~L~EL~ ~0NSTRUCTION $ Da~% i 8~27/260~ Description UTILITY OIL HANDLING B~D~. D~sign;~ B~; K~Mi~ GW0 HCI STEEL BUILDING SYSTEMS, INC. : ............. Checked By' 2368 Purlin Design Report 8/22/03 3:51pm 3 RL 0.37 3.08 0.12 RL -1.24 5.77 0.22 RL 0.05 0.07 2.67 4 LL -0.45 3.08 0.~4 MS 1.21 4.04 0.30 LL 0.05 0.38 2.53 5 LS -0.04 3.08 0.01 LS -0.02 5.77 0.00 LS 0.00 -0.08 UNBRACE LENGTHS LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.45 0.16 3 0.45 0.45 0.16 0.16 4 0.45 0.16 2368 Purlin Design Report 8/22/03 3:51pm ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 4.00) ............................. PURLIN LAYOUT: Page 50 Of 130 Job No 2368 modify Customer CLEVEL~N~ CONSTRUCTION ' Date 8/27/20~ - Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCl STEEL BUILDING LOAD COMBINATION # 1 : DL+CO+LL PURLIN ANALYSIS: ........ SHEAR(k ) .............. MOMENT{f-k ) ....... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.07 2 0.98 -1.38 -1.49 0.07 -3.64 7.54 3.67 4.93 3 1.30 1.19 1.19 -1.30 4.93 3.84 -1.59 10.00 3.84 4.93 4 1.49 1.38 -0.98 4.93 3.67 -3.64 11.46 0.07 5 0.13 0.00 0.07 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 2.31 0.06 RS 0.07 4.33 0.02 RS 0.00 0.15 2 RL -1.38 2.31 0.60 RL 3.67 4.33 0.85 RL 0.84 -0.79 1.90 3 RL -1.19 2.31 0.51 RL 3.84 4.33 0.89 RL 0.88 -0.18 2.00 Page 51 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING ............ SYSTEMS, INC. Checked By 2368 Purlin Design Report 8/22/03 3:51pm 4 LL 1.38 2.31 0.60 LL 3.67 4.33 0.85 LL 0.84 -0.79 1.90 5 LS 0.13 2.31 0.06 LS 0.07 4.33 0.02 LS 0.08 0.15 UNBRACE LENGTHS Span ........... Minor ............ Id Major LS LL MS RL RS .................................. 2 19.0 15.0 0.0 0.0 3.1 0.9 3 20.0 0.9 4.2 0.0 4.2 0.9 4 19.0 0.9 3.1 0.0 0.0 15.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR{k ) ( 0.5in A307 ) Id Left Right Left Right 2 1.41 0.67 3 1.41 1.41 0.67 0.67 4 1.41 0.67 LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: ........ SHEAR(k ) ............... MOMENT(f-k ) ....... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.07 0.00 0.00 0.00 -0.03 2 -0.51 0.71 0.77 -0.03 1.88 7.54 -I.90 -2.54 3 -0.67 -0.61 0.61 0.67 -2.54 -1.98 0.82 10.00 -1.98 -2.54 4 -0.77 0.71 0.51 -2.54 -1.90 1.88 11.46 -0.03 Page 52 Of 130 Job No 2368 modify Customer CLEVELAN6 ~NSTROCT~N Date ' 8~27/2~03 Descrip~i0n UTILITY OIL HANDLING BLDG. Designed By KUNMIN~ GWO HCI STEEL BUILDING SYSTEMS, INC. ........ ~ Checked By 2368 Purlin Design Report 8/22/03 3:51pm 5 0.07 0.00 -0.03 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR{k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.07 3.08 0.02 RS -0.03 5.77 0.01 RS 0.00 -0.10 2 RL 0.71 3.08 0.23 MS 1.88 4.04 0.46 RL 0.13 0.53 2.53 3 RL 0.61 3.08 0.20 RL -1.98 5.77 0.34 RL 0.13 0.12 2.67 4 LL -0.71 3.08 0.23 MS 1.88 4.04 8.46 LL 0.13 0.53 2.53 5 LS -0.07 3.08 0.02 LS -0.03 5.77 0.01 LS 0.00 -0.10 UNBRACE LENGTHS Span .......... Minor ............ Id Major LS LL MS RL RS 2 19.0 0.0 15.0 15.0 0.0 0.0 3 20.0 0.0 0.0 9.9 0.0 0.0 4 19.0 0.0 0.0 15.0 15.0 0.0 LAP HOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.73 0.26 3 0.73 0.73 0.26 0.26 4 0.73 0.26 2368 Roof Panel Report 8/22/03 3:51pm Page 53 Of 130 Job No 2368 modify ! Customer CLEVELAND coNSTRucTION ~ Date ' 8/27~2003 Description· ~ UTILITY OIL HANDLING BLDG. Designed By' KUNMING GWO SYSTEMS, INC. I Checked By 2368 Roof Panel Report 8/22/03 3:51pm ROOF PANEL DATA: Panel: HHR 26 ; Type = HR ; Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTIONS: ........ Moment (ft-lb/ft) .......... Surf Purlin Load Support Midspan -- Deflect(in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio 2 4.767 D+L 66.4 114.8 0.58 -47.8 104.1 0.46 -0.12 0.636 0.19 D+WP 6.1 153.1 0.04 -4.4 138.8 0.03 0.00 0.636 0.00 D+WS -29.0 138.8 0.21 20.8 153.1 0.14 0.07 0.636 0.11 3 4.767 D+L 66.4 114.8 0.58 -47.8 104.1 0.46 -0.12 0.636 0.19 D+WP 6.1 153.1 0.04 -4.4 138.8 0.03 0.00 0.636 0.00 D+WS -29.0 138.8 0.21 20.8 153.1 0.14 0.07 0.636 0.11 2368 Roof Diagonal Bracing Report 8/22/03 3:51pm PANEL SHEAR: Allow 0.0 Calc = 25.7 DIAGONAL BRACING: Bay Brace LOC. - ..... Diag_Brace .... Diag_Force/k ) Brace Tension(k ) Id Start End Type Size Part Wind Seismic Calc Allow 3 0.00 20.00 R 0.500 ROD500 2.18 1.35 2.18 4.93 20.00 40.00 R 0.500 ROD500 2.18 1.35 2.18 4.93 Page 54 Of 130 Job NO 2368 modify Customer ' cLEVELAND coNSTRuctION - Dale 8/2~003 gTILITY OIL HANDLING BLDG. Designed B~ KUNMING GWO HCl STEEL BUILDING ~ .......... ; SYSTEMS. INC. : Checked By 2368 Sidewall Diagonal Bracing Report 8/22/03 3:51pm PANEL SHEAR: Wall Id Calc Allow 2 70.3 75,0 4 50.3 75.0 DIAGONAL BRACING: Wall Bay Level ...... Diag Brace ..... Diag Force(k ) Brace_Tension(k } Id Id Height Type Size Part Wind Seismic Calc Allow 2 3 20.00 R 0.500 ROD500 4.05 3.02 4.05 4.93 4 1 20.00 R 0.500 ROD500 4.05 3.02 4.05 4.93 BASE REACTIONS: Wall Bay Col Wind Max Seismic Max Id Id Id Horz Vert(+/-) Horz Vert(+/-) 2 3 3 -3.02 2.69 -2.26 2.01 2 3 4 3.02 2.69 2.26 2.01 4 1 1 -3.02 2.69 -2.26 2.01 4 1 2 3.02 2.69 2,26 2.01 2368 Braced Purlin Report 8/22/03 3:51pm Surf Span Brace Purlin Load .... Axial(k ) ...... Moment(f-k )-- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC 2 2 20.0 8Z25U16 1 0.95 8.28 0.11 0.50 4.04 0.12 0.22 Page ~5 Of 130 Job No 2368 modify Custo~r CLEVELAND CONSTRUCTION Date [ 8/27~20~3 Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING .......... SYSTEMS, lNG, Checked By 2368 Braced Purlin Report 8/22/03 3:51pm 2 0.95 8.28 0.11 0.68 5.77 0.12 0.22 3 0.47 8.28 0.06 2.24 5.77 0.39 0.39 4 0.32 8.28 0.04 0.25 4.04 0.06 0.09 2 3 20.0 8Z25U16 1 0.95 8.28 0.11 -0.53 5.77 0.09 0.19 2 0.95 8.28 0.11 0.71 5.77 0.12 0.22 3 0.47 8.28 0.06 2.34 5.77 0.41 0.41 4 0.63 8.28 0.08 0.26 4.63 0.06 0.13 2 4 20.0 8Z25U16 1 0.95 8.28 0.11 0.50 4.04 0.12 0.22 2 0.95 8.28 0.11 0.68 5.77 0.12 0.22 3 0.47 8.28 0.06 2.24 5.77 0.39 0.39 4 0.95 8.28 0.11 0.25 4.04 0.06 0.17 Surf Span Brace Purlin Load .... Axial{k ) ...... Moment(f-k )-- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC 3 2 20.0 8Z25U16 1 0.95 8.28 0.11 0.50 4.04 0.12 0.22 2 0.95 8.28 0.11 0.68 5.77 0.12 0.22 3 0.47 8.28 0.06 2.24 5.77 0.39 0.39 4 0.32 8.28 0.04 0.25 4.04 0.06 0.09 3 3 20.0 8Z25U16 1 0.95 8.28 0.11 -0.53 5.77 0.09 0.19 2 0.95 8.28 0.11 0.71 5.77 0.12 0.22 3 0.47 8.28 0.06 2,34 5.77 0.41 0.41 4 0.63 8.28 0.08 0.26 4.63 0.06 0.13 3 4 20.0 8Z25U16 1 0.95 8.28 0.11 0.50 4.04 0.12 0.22 2 0.95 8.28 0.11 0.68 5.77 0.42 0.22 3 0.47 8.28 0.06 2.24 5.77 0.39 0.39 4 0.95 8.28 0.11 0.25 4.04 0.06 0.17 2368 Front Sidewall Eave Strut Report 8/22/03 3:51pm Wall Bay Eave Load .... Axial(k ) ...... Moment(f-k )-- Axl+Mom Id Id Size Id Calc Allow UC Calc Allow UC UC 2 1 8Z25U16 1 0.91 8.28 0.11 0.35 5.34 0.07 0.17 2 0.91 8.28 0.11 0.48 5.77 0.08 0.18 3 0.45 8.28 0.05 1.58 5.77 0.27 0.29 Page 56 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION ' Date 8/2~/2~0~ Desc=ipt~0n uTILITY OIL HANDLING BLDG. Designed By KUNMINS GWO HCl STEEL BUILDING ........... SYSTEMS. INC. Checked By 2368 Front Sidewall Eave Strut Report 8/22/03 3:51pm 4 0.44 8.28 0.05 0.17 4.04 0.04 0.09 2 2 8Z25U16 1 0.91 8.28 0.11 -0.37 5.77 0.06 0.17 2 0.91 8.28 0.1i 0.50 4.63 0.11 0.20 3 0.45 8.28 0.05 1.65 5.77 0.29 0.30 4 0.87 8.28 0.11 0.18 4.63 0.04 0.14 2 3 8Z25U16 1 2.45 8.28 0.30 0.35 5.34 0.07 0.36 2 2.45 8.28 0.30 0.48 5.77 0.08 0.37 3 1.22 8.28 0.15 1.58 5.77 0.27 0.39 4 2.26 8.28 0.27 0,17 4.04 0.04 0.31 2368 Purlin Design Report 8/22/03 3:51pm EAVE STRUT WALL %2 PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(f~) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 8Z25U16 1.00 2.38 1 0 2.8 2.8 1 2 8Z25U16 19.00 0.88 2.38 1 0 54.9 54.9 2 3 8Z25U16 20.00 0.88 0.88 2.38 1 0 60.0 60.0 3 4 8Z25U16 19.00 0.88 2.38 1 0 54.9 54.9 5 8Z25U16 1.00 2.38 1 0 2.8 2.8 Total(lb)- 175.3 Purlin DL= 1.23 (psf LOAD COMBINATION # 1 : DL+CO+LL Page 57 Of 130 Job NO 2368 modify Customer ~ CLEV~AN~ C6NSTRUCTION - Date 8/27/f~03 Description UTILITY OIL HANDLING BLDG. ' Designed ByI KuNMi~G GW0 HCl STEEL BUILDING SYSTEMS. INC. Checked By 2368 Purlin Design Report 8/22/03 3:51pm PURLIN ANALYSIS: ........ SHEAR{k ) ............... MOMENT(f-k } ....... Span Left Left Right Right Left Left Mid Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.03 2 0.49 -0.69 0.75 0.03 -1.82 7.54 1.84 2.47 3 0.65 0.60 -0.60 -0.65 2.47 1.92 -0.80 10.00 1.92 2.47 4 0.75 0.69 -0.49 2.47 1.84 -1.82 11.46 0.03 5 0.07 0.00 0.03 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR{k ) .......... MOMENT(f-k ) .... Mom+Shr DEFLECTION{in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 2.31 0.03 RS 0.03 4.33 0.01 RS 0.00 0.08 2 RL -0.69 2.31 0.30 RL 1.84 4.33 0.43 RL 0.21 -0.39 1.90 3 RL -0.60 2.31 0.26 RL 1.92 4.33 0.44 RL 0.22 -0.09 2.00 4 LL 0.69 2.31 0.30 LL 1.84 4.33 0.43 LL 0.21 -0.39 1.90 5 LS 0.07 2.31 0.03 LS 0.03 4.33 0.01 LS 0.00 0.08 UNBRACE LENGTHS Span ......... Minor ............ Id Maj or LS LL MS RL RS 2 19.0 15.0 0.0 0.0 3.1 0.9 3 20.0 0.9 4.2 0.0 4.2 0.9 4 19.0 0.9 3.1 0.0 0.0 15.0 LAP BOLT SHEAR: Page 58 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRucTIoN i Date 8/27~03 Description' UTILITY OIL HANDLING BLDG. [ ~es£g~ ~ KUNMING ~W0 LOAD COMBINATION # 2 : DL+WS PURLIN ANALYSIS: ........ SHEAR(k ) ............... MOMENT(f-k ) ....... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom LOC Lap Sup 1 0.00 0.03 0.00 0.00 0.00 -0.02 2 -0.25 0.36 0.39 -0.02 0.94 7.54 -0.95 -1.28 3 -0.34 -0.31 0.31 0.34 -1.28 -0.99 0.41 10.00 -0.99 -1.28 4 -0.39 -0.36 0.25 -1.28 -0.95 0.94 11.46 -0.02 5 -0.03 0.00 -0.02 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ..... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id LOC Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 3.08 0.01 RS -0.02 5.77 0.00 RS 0.00 -0.05 2 RL 0.36 3.08 0.12 MS 0.94 4.04 0.23 RL 0.03 0.26 2.53 3 RL 0.31 3.08 0.10 RL -0.99 5.77 0.17 RL 0.03 0.06 2.67 4 LL -0.36 3.08 0.12 MS 0.94 4.04 0.23 LL 0.03 0.26 2.53 5 LS -0.03 3.08 0.01 LS -0.02 5.77 0.00 LS 0.00 -0.05 UNBRACE LENGTHS Page 59 Of 130 Job No 2368 modify customer i CLiff'AND c0~STRucTioN ' Date Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING ......... ~= _ SYSTEMS, INC. ~he~ked 2368 Purlin Design Report 8/22/03 3:51pm Span ............ Minor ............ Id Major LS LL MS RL RS 2 19.0 0.0 15.0 15.0 0.0 0.0 3 20.0 0.0 0.0 9.9 0.0 0.0 4 19.0 0.0 0.0 15.0 15.0 0.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.36 0.13 3 0.36 0.36 0.13 0.13 4 0.36 0.13 2368 Back Sidewall Eave Strut Report 8/22/03 3:51pm Wall Bay Eave Load .... Axial(k ) ...... Moment(f-k )-- Axl+Mom Id Id Size Id Calc Allow UC Calc Allow UC UC 4 3 8Z25U16 1 0.91 8.28 0.11 0.35 5.34 0.07 0.17 2 0.91 8.28 0.11 0.48 5.77 0.08 0.18 3 0.45 8.28 0.05 1.58 5.77 0.27 0.29 4 0.44 8.28 0.05 0.17 4.04 0.04 0.09 4 2 8Z25U16 1 0.91 8.28 0.11 -0.37 5.77 0.06 0.17 2 0.91 8.28 0.11 0.50 4.63 0.11 0.20 3 0.45 8.28 0.05 1.65 5.77 0.29 0.30 4 0.87 8.28 0.11 0.18 4.63 0.04 0.14 4 1 8Z25U16 1 2.45 8.28 0.30 0.35 5.34 0.07 0.36 2 2.45 8.28 0.30 0.48 5.77 0.08 0.37 3 1.22 8.28 0.15 1.58 5.77 0.27 0.39 4 2.26 8.28 0.27 0.17 4.04 0.04 0.31 Page 60 Of 130 Job No 2368 modify customer cLEvELA~ ~RUCTION 'Date 8/27/2003 .... Description UTILITY OIL HANDLING BLDG. Designed By! KUNMING GWO HCI STEEL BUILDING .............. - --- SYSTEMS. INC. Checked By 2368 Purlin Design Report 8/22/03 3:51pm EAVE STRUT WALL #4 PURLIN LAYOUT: Bay Span Purlin Span Lap Dist(ft) NO. No. Unit Total Id Id Size (fL) Left Right Space Row Brace Weight Weight 1 8Z25U16 1.00 2.38 1 0 2.8 2.8 3 2 8Z25U16 19.00 0.88 2.38 1 0 54.9 54.9 2 3 8Z25U16 20.00 0.88 0.88 2.38 1 0 60.0 60.0 1 4 8Z25U16 19.00 0.88 2.38 1 0 54.9 54.9 5 8Z25U16 1.00 2.38 1 0 2.8 2.8 Total(lb)TM 175.3 Purlin DL= 1.23 (psf ) LOAD COMBINATION # 1 : DL+CO+LL PURLIN ANALYSIS: ........ SMEAR(k ) ............... MOMENT(f-k ) ....... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.03 2 0.49 0.69 -0.75 0.03 -1.82 7.54 1.84 2.47 Page 61 Of 130 Job No 2368 modify Customer ' cLEVELAND CoN~T~ud~N Date ' 8/27/2003 Description UTiLitY OIL HANDLING BLDG. ' D~signed B~iuNMING ~6 - -- MCI STEEL BUILDING ........... SYSTEMS. INC. Ch.¢~d By 2368 Purlin Design Report 8/22/03 3:51pm 3 0.65 0.60 -0.60 -0.65 2.47 1.92 -0.80 10.00 1.92 2.47 4 0.75 0.69 -0.49 2.47 1.84 -1.82 11.46 0.03 5 0.07 0.00 0.03 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 2.31 0.03 RS 0.03 4.33 0.01 RS 0.00 0.08 2 RL -0.69 2.31 0.30 RL 1.84 4,33 0.43 RL 0.21 -0.39 1.90 3 RL -0.60 2.31 0.26 RL 1.92 4.33 0.44 RL 0.22 -0.09 2.00 4 LL 0.69 2.31 0.30 LL 1.84 4.33 0.43 LL 0.21 -0.39 1.90 5 LS 0.07 2.31 0.03 LS 0.03 4.33 0.01 LS 0.00 0.08 UNBRACE LENGTHS Span ............ Minor ........... Id Major LS LL MS RL RS 2 19.0 15.0 0.0 0.0 3.1 0.9 3 20.0 0.9 4.2 0.0 4.2 0.9 4 19.0 0.9 3.1 0.0 0.0 15.0 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.71 0.34 3 0.71 0.71 0.34 0.34 4 0.71 0.34 LOAD COMBINATION ~ 2 : DL+WS Page 62 Of 130 Job No 2368 modify Customer cLEVELAND ~0NsTRUC~ioN 'D~te ~ §i27/206~ .... Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO SYSTEMS, INC. Checked By 2368 Purlin Design Report 8/22/03 3:51pm PURLIN ANALYSIS: ........ SHEAR(k ) ............... MOMENT{f-k ) ....... Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0,00 0.03 0.00 0.00 0.00 -0.02 2 -0,25 0.36 0,39 -0.02 0.94 7.54 -0.95 -1,28 3 -0,34 -0.31 0.31 0,34 -1.28 -0.99 0.41 10.00 -0.99 -1,28 4 0,39 -0.36 0.25 -1.28 -0.95 0.94 11.46 -0.02 5 -0.03 0.00 -0.02 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 3.08 0.01 RS -0.02 5,77 0.00 RS 0,00 -0.05 2 RL 0.36 3.08 0.12 MS 0,94 4.04 0.23 BL 0.03 0.26 2,53 3 RL 0.31 3.08 0.10 RL -0.99 5,77 0.17 RL 0,03 0.06 2.67 4 LL -0.36 3.08 0.12 MS 0.94 4,04 0.23 LL 0,03 0,26 2.53 5 LS -0.03 3.08 0.01 LS -0.02 5.77 0.00 LS 0.00 -0.05 UNBRACE LENGTHS Span .......... Minor ........... Id Major LS LL MS RL BS 2 19.0 0.0 15.0 15.0 0.0 0.0 3 20.0 0.0 0.0 9.9 0,0 0.0 4 19.0 0.0 0.0 15.0 15.0 0,0 LAP BOLT SHEAR: Page 63 Of 130 Job NO i 2368 modify Customer CLEVELAND CONSTRUCTION Date ! ~/27/~003 Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING ............ SYSTEM$,INC, Checked By 2368 Purlin Design Report 8/22/03 3:51pm LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.36 0.13 3 0.36 0.36 0.13 0.13 4 0.36 0.13 2368 Strut Bolt Report 8/22/03 3:51pm EAVE STRUTS: Wall Frm Line .... Bolt Selected ........ Bolt_Capacity--- Id Id Type No Type Diam Wshr Calc Allow Ratio 2 1 EW 2 A325 0.500 1 ** 0.91 5.61 0.16 2 2 RF 2 A325 0.500 1 ** 0.91 5.61 0.16 2 3 RF 2 A325 0.500 1 ** 2.45 5.61 0.44 2 4 EW 2 A325 0.500 1 ** 2.45 5.61 0.44 4 1 EW 2 A325 0.500 1 ** 0.91 5.61 0.16 4 2 RF 2 A325 0.500 1 ** 0.91 5.61 0.16 4 3 RF 2 A325 0.500 1 ** 2.45 5.61 0.44 4 4 EW 2 A325 0.500 1 ** 2.45 5.61 0.44 PURLINS: Surf Frm Line Brace .... Bolt Selected ..... Load .... Bolt_Capacity--- Id Id Type Loc No Type Diam Wshr Id Calc Allow Ratio 2 1 EW 20.00 2 A325 0.500 1 ** 1 0.95 5.61 0.17 2 2 RF 20.00 2 A325 0.500 1 ** 1 0.95 5.61 0.17 2 3 RF 20.00 2 A325 0.500 1 ** 1 1.54 5.61 0.27 Page 64 Of 130 Job No 2368 modify CustomerI CLEVELAND CONSTRUCTION Date 8/27/2003 iDescription UTILITY OIL HANDLING BLDG. Designed By' KUNMING GWO HCl STEEL BUILDING SYSTEMS, INC. Checked By' 2368 Strut Bolt Report 8/22/03 3:51pm 2 4 EW 20.00 2 A325 0.500 1 ** 1 1.54 5.61 0.27 3 1 EW 20.00 2 A325 0.500 1 ** 1 0.95 5,61 0.17 3 2 RF 20.00 2 A325 0.500 1 ** 1 0.95 5.61 0.17 3 3 RF 20.00 2 A325 0.500 1 ** 1 1.54 5.61 0.27 3 4 EW 20.00 2 A325 0.500 1 ** 1 1.54 5.61 0.27 **NOTE : Not standard bolt connection 2368 Roof Design Weight Summary 8/22/03 3:51pm Roof Purlins 1402.08 Eave Struts 350.52 Roof Bracing 75.93 Wall Bracing 71.81 Total 1900.35 2368 Roof Design Warning Report 8/22/03 3:51pm .. NO Warnings Page 65 Of 130 Job NO 2368 modify ~ 8/27/2003 customer~ cLEVELAND CONSTRUCTION ' Date Description! UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO Checked SYSTEMS, INC. *2368 Sidewall Design Input File 8/22/03 3:51pm '2368' *(2)PROGR/LM OPTIONS: *Sidewall Run Run Lap Id Girt Panel Stiff *(3)DESIGN CODE: *Design ---Steel_Code ...... Build--- Seismic * Code Cold Hot Country Code Year Zone *(4)DESIGN CONSTANTS: Wind * ---Steel Yield(ksi )-- Stress Ratio Strength * C-Sec W-Sec R-Sec Panel Girt Panel Factor 55.0 50.0 50.0 50.0 1.00 1.00 1.3333 *(5)DEFLECTION LIMITS: * ---Girt ..... Panel--- Part * Wall Facia Wall Facia Wall 90. 0. 90. 0. 90. *(6) REPORTS: Input Wall Door Wall * Echo Girt Jamb Panel *(7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW Type Use Offset Use Offset 'FF-' 'N ' 15.500 'N ' 15.500 Page 66 Of 130 Job No 2368 ~ modify ~ CustOmer CLEVELAND CONSTRUCTION I Date D~scription: UTILITY OIL HANDLING BLDG. ~ Designed B~[ K~NMiN~ ~ - HCl STEEL BUILDING ......... ~ SYSTEMS, INC. ~hec~ed By *{8)BUILDING SHAPE: No. X-Coord Y-Coord Offset Surf {ft) (ft) (in) 4 0.0000 20.0000 8.000 20.0000 21.6667 8.000 40,0000 20.0000 8,000 40,0000 0.0000 8.000 *(9)SIDEWALL BAY SPACING: (Max: 40 bays) Sets Of Bay No. Bays Width Bays 1 20.0000 3 *(10)FRA/~ED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Mer~ber Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 1 2 17.0000 15.0000 1.5000 41 0,0000 0.000 0.000 'C ' 'Y' *(il)PARTIAL WALLS: * Set Of Base Full --Bay_Id-- Wall Bays Type Load Start End Height 0 *(12)GIRT DESIGN: * Girt In_Flg Set Set Max Max Unbr * Type Brace Depth Lap Space Length 'ZB' 'N' 8.000 0.0000 7.3333 10.0000 *(13)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'P' 1 7.3333 *(14)SPECIAL GIRT: * Sets Of --Bay Id-- Girt Girt Girt Girts Start End Height Type Rotate 0 *(15)WALL PANELS/GUTTERS: * Wall ..... Gutter ..... Page 67 Of 130 Job NO 2368 modify i Customer CLEVELAND CONSTRUCTION ' DaE~ [ 87~22b'~ Des¢=ip~£On UTILITY OIL HANDLING BEDs [ D;~[~ned By KUNMiN~ GWO HCI STEEL BUILDING SYSTEMS, INC. ; Checked By * Panel Use Type Width *(16)FACIA/PARAPET: * No_Of -Location Edge_Extend * Diff Ext Facia Bay Bay Left Right Ext + Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(17)FACIA/PARAPET GIRTS: *Ext .... Top ...... Interior .... Gutter ..... Back_Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(18)BASIC LOADS: Basic Wind Load Ratio * Wind Deflect Factor *(19)WIND PRESSURE/SUCTION: Wind Wind Pressure Suction 10.0 -10.0 .. Girt/Header 13.3 -13.3 .. Panel 10.0 -10.0 .. Jamb 14.4 -14.4 .. Parapet Girt *(20)GIRT LAPS: Data ..... Set_l ............ Set_2 ............. Set 3 ...... * Opt Sets Left Right Quan Left Right Quan Left Right Quan *(21)GIRT STRAPS: Data ---Set 1 ...... Set 2 ...... Set 3 ...... Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 2368 Sidewall Design Code 8/22/03 3:51pm Page 68 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/~7/~ Description UTILITY OIL HANDlinG BLDG 7 Design;~ B~' KU~MI~ G~6 ' HCl STEEL BUILDING ........ SYSTEMS, INC. Checked By 2368 Sidewall Design Code 8/22/03 3:51pm STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code UBC Year - 97 Seismic Zone - 3 MODULUS OF ELASTICITY Hot Rolled Steel - 29000 Cold Formed Steel - 29500 2368 Girt Design Report 8/22/03 3:51pm GIRT: LEVEL # 1 ; SPAN % 1 GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z25U16 20.00 7.3333 0 55.2 2 8Z25U16 1.13 7.3333 0 3.1 58.3 WIND PRESSURE : Page 69 Of 130 Job No 2368 modify Customer ' CLEVELAND C~N~ThOcT~ON 'Date ~ 8/~7/h~ MCI STEEL BUILDING , -- SYSTEMS, INC. Checked By 2368 Girt Design Report 8/22/03 3:51pm GIRT ANALYSIS: ......... SHEAR(k ) ...................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.62 -0.71 0.00 -2.92 9.36 0.86 2 0.80 0.73 0.86 0.42 0.56 0.00 STRENGTH/DEFLECTION: Span ..... SHEAR(k ) ......... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC LOC Calc Allow UC LOC UC Calc Allow 1 RS -0.71 3.08 0.23 MS -2.92 5.77 0.51 RS 0.08 -0.94 2.67 2 LS 0.80 3.08 0.26 LS 0.86 5.77 0.15 LS 0.09 0.15 UNBRACE LENGTHS Bay .......... Minor ............ Id Major LS LL MS RL RS 1 20.0 0.0 0.0 0.0 0.0 1.3 2 1.1 1.1 1.1 1.1 1.1 1.1 WIND SUCTION : GIRT ANALYSIS: ....... SHEAR(k ) ..................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 70 Of 130 Job No 2368 modify CAstomer ~LE~E~ cONSTRUCTION ' Date ' 8/27/2003 Description] UTILITY OIL HANDLING BLDG. ' De~ignmd B~ K0~MiNd ~W0 HCl STEEL BUILDING SYSTEMS, INC. - ............ ~] ch~ked By 2368 Girt Design Report 8/22/03 3:51pm 1 -0.62 0.71 0.00 2.92 9.36 -0.86 2 -0.80 -0.73 -0.86 -0.42 0.56 0,00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.71 3.08 0.23 MS 2,92 4.04 0.72 RS 0.08 0.94 2.67 2 LS -0.80 3.08 0.26 LS -0.86 5.77 0.15 LS 0.09 -0.15 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS 1 20.0 18.7 18,7 18.7 18.7 0.0 2 1.1 0.0 0.0 0,0 0.0 0.0 2368 Girt Design Report 8/22/03 3:51pm GIRT: LEVEL # 1 ; SPAN # 2 ......................... GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 2 8Z25U16 1.13 7.3333 0 3.1 3 8Z25U16 20,00 7.3333 0 55.2 Page 71 Of 130 Job No 2368 modify customer d~EVELAN6 CoNsTRUCTIoN ~ Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCl STEEL BUILDING SYSTEMS, INC. Checked By 2368 Girt Design Report 8/22/03 3:51pm 58.3 WIND PRESSURE : GIRT ANALYSIS: ........ SHEAR(k ) ...................... MOMENT(f-k ) .............. Bay Left Left Eight Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.73 -0.80 0.00 0.42 0.56 0.86 3 0.71 -0.62 0.86 -2.92 10.64 0.00 STRENGTH/DEFLECTION: Span ..... SHEAR(k ) .......... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC LOC Calc Allow UC Loc UC Calc Allow 2 RS -0.80 3.08 0.26 RS 0.86 5.77 0.15 RS 0.09 0.15 3 LS 0.71 3.08 0.23 MS -2.92 5.77 0.51 LS 0.08 -0.94 2.67 UNBRACE LENGTHS Bay .......... Minor ............ Id Major LS LL MS RL RS 3 20.0 1.3 0.0 0.0 0.0 0.0 WIND SUCTION : Page 72 Of 130 Job No 2368 modify [ ~ustomm~ i CLEVELAND ~ONS~UCT~ON [ oat& ' 8/27/2003 D~$cri~t~on UTILITY OIL HANDLING BLDG. Designed By~ KUNMING GWO MCI STEEL BUILDING SYSTEMS, INC. ............ ] ; Checked By 2368 Girt Design Report 8/22/03 3:51pm GIRT ANALYSIS: ......... SHEAR(k ) ...................... MOMENT{f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.73 0.80 0.00 -0.42 0.56 -0.86 3 -0.71 0.62 -0.86 2.92 10.64 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS 0.80 3.08 0.26 RS -0.86 5.77 0.15 RS 0.09 -0.15 3 LS -0.71 3.08 0.23 MS 2.92 4.04 0.72 LS 0.08 0.94 2.67 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS 2 1.1 0.0 0.O 0.0 0.0 0.0 3 20.0 0.O 18.7 18.7 18.7 18.7 2368 Girt Design Report 8/22/03 3:51pm GIRT: LEVEL ~ 2 ; SPAN ~ 1 GIRT LAYOUT: Page 73 Of 130 Job No 2368 modify Customer cLEVELA~b cONSTRO~T~0N - ~te [ 8~27/~00~ - ' Descripti0n i UTILITY OIL HANDLING BLDG. [ Designed B~[ HCI STEEL BUILDING SYSTEMS. INC. -- ............ ~ Checked By 2368 Girt Design Report 8/22/03 3:51pm Bay Girt Bay Lap Dist(ft} Girt NO. Girt Id Size Width Left Right Location Brace Weight 1 8Z25U16 20.00 13.3333 0 55.2 2 8Z25U16 1.13 13.3333 0 3.1 58.3 WIND PRESSURE : GIRT ANALYSIS: ....... SHEAR(k ) ...................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.56 -0.64 0.00 -2.64 9.39 0.73 2 0.69 0.62 0.73 0.36 0.56 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id LOC Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ! RS -0.64 3.08 0.21 MS -2.64 5.77 0.46 RS 0.06 -0.85 2.67 2 LS 0.69 3.08 0.22 LS 0.73 5.77 0.13 LS 0.07 0.13 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS HL RS 1 20.0 0.0 0,0 0.0 0.0 1.2 2 1.1 1.1 1.1 1.1 1.1 1.1 Page 74 Of 130 Job No 2368 modify customer ' CLEVELAND c0~TR~cTiON i Date i 8/27/2003 Description UTILITY OIL HANDLING B~DG. ~ Designed B~ ~NM~G GW0 HCI STEEL BUILDING SYSTEMS, INC. ' ........... ~ ~eck~ By' 2368 Girt Design Report 8/22/03 3:51pm WIND SUCTION : GIRT ANALYSIS: ......... SNEAR(k ) ...................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.56 0.64 0.00 2.64 9.39 -0.73 2 -0.69 -0.62 -0.73 -0.36 0.56 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.64 3.08 0.21 MS 2.64 4.04 0.65 RS 0.06 0.85 2.67 2 LS -0.69 3.08 0.22 LS -0.73 5.77 0.13 LS 0.07 -0.13 UNBRACE LENGTHS Bay ........ Minor ........... Id Major LS LL MS RL RS 1 20.0 18.8 18.8 18.8 18.8 0.0 2 1.1 0.0 0.0 0.O 0.0 0.0 2368 Girt Design Report 8/22/03 3:51pm Page 75 Of 130 Job No 2368 modify Customer CLEvELAnD ~STRUC~oN ~ Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. ' Designed B~ KUNMING GWO - HCl STEEL BUILDING ___~_ __ WIND PRESSURE : GIRT ANALYSIS: ......... SHEAR(k ) ...................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.62 0.69 0.00 0.36 0.56 0.73 3 0.64 -0.56 0.73 -2.64 10.61 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS -0.69 3.08 0.22 RS 0.73 5.77 0.13 RS 0.07 0.13 3 LS 0.64 3.08 0.21 MS -2.64 5.77 0.46 LS 0.06 -0.85 2.67 UNBRACE LENGTHS Bay ............ Minor ............ Page 76 Of 130 Job No 2368 modify Customer ~ CLEVELAND CONSTRUCTION ~ Date ' 8/27/2003 Description[ UTILITY OIL HANDLING BLDG. ' Designea By KU~MING HCl STEELBUILDtNG ......... ~ Checked By SYSTEMS. INC. 2368 Girt Design Report 8/22/03 3:51pm Id Major LS LL MS RL RS 2 1.1 1.1 1.1 1.1 1.1 1.1 3 20.0 1.2 0.0 0.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: ......... SHEAR(k ) ..................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.62 0.69 0.00 -0.36 0.56 -0.73 3 -0.64 0.56 -0.73 2.64 10.61 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS 0.69 3.08 0.22 RS -0.73 5.77 0.13 RS 0.07 -0.13 3 LS -0.64 3.08 0.21 MS 2.64 4.04 0.65 LS 0.06 0.85 2.67 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS 2 1.1 0.0 0.0 0.0 0.0 0.0 3 20.0 0.0 18.8 18.8 18.8 18.8 2368 Sidewall Jamb/Header Sumamary 8/22/03 3:51pm ======================================================================= ..... Page 77 Of 130 Job No 2368 modify Customer [ ~LEV~LAND CONSTRECTiON ~ Oa~- i 8/h7/2003 Description[ UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING : JAMB/HEADER LAYOUT: Bay Men, bet Me~er Mer~ber Member Id Id Size Length Weight 2 Jamb-L 8C25E16 19.33 53.4 2 Ja~ R 8C25E16 19.33 53.4 2 Header 8C25E16 17.00 46.9 STRENGTH/DEFLECTION: Bay Me~lber Ld .... Shear(k ) ....... Home~t(f-k ) ..... Deflect(in)-- Id Id Id Calc Allow UC Calc Allow gC Calc Allow gC 2 Ja~b-L W~ 0,44 3.08 0.14 0.97 4.22 0.23 0.17 2.58 0.07 WS -0.44 3.08 0.14 -0.97 5.59 0.17 -0.17 2.58 0.07 Jamb-R WP 0.44 3.08 0.14 0.97 4.22 0.23 0.17 2.58 0.07 WS 0.44 3.08 0.14 -0.97 5.59 0.17 -0.17 2.58 0.07 Header WP -0.18 3.08 0.06 -0.78 5.59 0.14 -0.19 2.27 0.08 WS 0.18 3.08 0.06 0.78 2.24 0.35 0.19 2.27 0.08 2368 Wall Panel Report 8/22/03 3:51pm PANEL REACTIONS: (Front Sidwall, Bay= 1) Panel: HHR 26 ; Type = HR ; Gage = 26.00 ; Yield = 50 MOMENTS & DEFLECTION: ......... Moment{ft-lb/ft) ......... Span Span LD Support Midspan ---Deflect{in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC Page 78 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUC?ION Date 8/27/2003 Description' UTILITY OIL HANDLING BLDG. HCI STEEL BUILDING ........ SYSTEMS, INC. ' Checked By 2368 Wall Panel Report 8/22/03 3:51pm 1 7.33 WP 66.4 153.1 0.43 -59.3 138.8 0.43 -0.41 0.98 0.42 WS -66.4 138.8 0.48 59.3 153.1 0.39 0.41 0.98 0.42 2 6.00 WP 66.4 153.1 0.43 -5.6 138.8 0.04 0.03 0.80 0.04 WS -66.4 138.8 0.48 5.6 153.1 0.04 -0.03 0.80 0.04 3 6.00 WP 43.3 153.1 0.28 -40.2 138.8 0.29 -0.19 0.80 0.23 WS -43.3 138.8 0.31 40.2 153.1 0.26 0.19 0.80 0.23 2368 Weight Summary 8/22/03 3:51pm Girts 233.22 Frame Openings - 153.64 386.86 2368 Sidewall Design Warning Report 8/22/03 3:51pm / RNING: NO Girt Above Type 1 Framed ' Page 79 Of 130 Job No 2368 i modify Customer CLEVELAND CONSTRUCTION -Date ' 8/27~h00~ Descripti°n~ UTILITY OIL HANDLING BLDG. Designed By: KUNHING G~ HCI STEEL BUILDING SYSTEMS, INC. '~he~ked ~y~ *2368 Sidewall Design Input File 8/22/03 3:51pm '2368' *(2)PROGRAM OPTIONS: *Sidewall Run Run Lap Id Girt Panel Stiff *(3)DESIGN CODE: *Design ---Steel Code ...... Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' ' .... ' 'UBC ' '97' '3 ' *(4)DESIGN CONSTANTS: Wind * ---Steel Yield(ksi )-- Stress Ratio Strength * C-Sec W-Sec R-Sec Panel Girt Panel Factor 55.0 50.0 50.0 50.0 1.00 1.00 1.3333 *(5)DEFLECTION LIMITS: * ---Girt ..... Panel--- Part * Wall Facia Wall Facia Wall 90. 0. 90. 0. 90. *(6) REPORTS: Input Wall Door Wall Echo Girt Jamb Panel *(7)BUILDING TYPE: * Build L_Expand_EW R Expand_EW Type Use Offset Use Offset 'FF-' 'N ' 15.500 'N ' 15.500 Page 80 Of 130 Job No 2368 modify Customer ' CLEVELAND CoNsTRUCTION - Date 8/~7/2003 Des&r~P2[0~[ UTILITY OIL HANDLING BLDG. [Designed ByI KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC. *(8)BUILDING SHAPE: NO. X-Coord Y-Coord Offset Surf (ft) (ft} (in) 4 0.0000 20.0000 8.000 20.0000 21.6667 8.000 40.0000 20.0000 8.000 40.0000 0.0000 8.000 *(9)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay NO. Bays Width Bays 1 20.0000 3 *(10)FRAMED OPENINGS: No. Bay Open Open Open Open Sill Base Set Meraber Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 0 *(il)PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall Bays Type Load Start End Height 0 *(i2)GIRT DESIGN: * Girt In_Flg Set Set Max Max_Unbr * Type Brace Depth Lap Space Length 'ZB' 'N' 8.000 0.0000 7.3333 10.0000 *(13)GIRT LOCATION: * Set No. Girt * LOC Girt Location 'P' 1 7.3333 *(14}SPECIAL GIRT: * Sets Of --Bay Id-- Girt Girt Girt Girts Start End Height Type Rotate 0 *(15)WALL PANELS/GUTTERS: * Wall ..... Gutter ..... * Panel Use Type Width Page 81 Of 130 Job No 2368 modify Custome~ CLEVELAND CONSTRuC~I6N 'Date 8/27/2~0~ Descript~0n UTILITY OIL J~N~LI~ ~DG[ ] 6~ign;~ By[ KUNMIN~ GWO HCI STEEL BUILDING SYSTEMS. INC. ' Checked By *(16)FACIA/PARAPET: * No Of -Location Edge_Extend *Diff Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft} (ft) Mount 0 *(17)FACIA/PARAPET GIRTS: *Ext --Top .... Interior .... Gutter ..... Rack Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(18)BASIC LOADS: Basic Wind Load Ratio Wind Deflect Factor *(19)WIND PRESSURE/SUCTION: Pressure Suction 10.0 -10.0 .. Girt/Reader 13.3 -13.3 .. Panel 10.0 -10.0 .. Jamb 14.4 -14.4 .. Parapet Girt *(20)GIRT LAPS: Data ...... Set 1 ............. Set 2 ............. Set 3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan *(21)GIRT STRAPS: * Data ---Set 1 ...... Set 2 ...... Set 3 ...... Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 2368 Sidewall Design Code 8/22/03 3:51pm Page 82 Of 130 Job No 2368 modify Cust0m~ ' CLEVELAND CONSTRUC~ION Date ~ 8/27/2003 Description[ UTILITY OIL HANDLING BLDG. ' Designed By KUNMING GW~ '- HCI STEEL BUILDING STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 MODULUS OF ELASTICITY Hot Rolled Steel - 29000 Cold Formed Steel - 29500 2368 Girt Design Report 8/22/03 3:51pm GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z25U16 20.00 0.88 7.3333 0 57.6 2 8Z25U16 20.00 0.88 0.88 7.3333 0 60.0 3 8Z25U16 20.00 0.88 7.3333 0 57.6 175.3 WIND PRESSURE : Page 83 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION Date ~ 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING ...... GIRT ANALYSIS: ....... SHEAR(k ) ..................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.53 -0.74 -0.80 0.00 -2.13 8.00 1.99 2.67 2 0.67 0.61 -0.61 -0.67 2.67 2.11 -0.67 10.00 2.11 2.67 3 0.80 0.74 -0.53 2.67 1.99 -2.13 12.00 0.00 STRENGTH/DEFLECTION: Span .... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.74 3.08 0.24 MS -2.13 5.77 0.37 RL 0.14 -0.58 2.67 2 RL -0.61 3.08 0.20 LL 2.11 5.77 0.37 LL 0.15 -0.04 2.67 3 LL 0.74 3.08 0.24 MS -2.13 5.77 0.37 LL 0.14 -0.58 2.67 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS 1 20.0 0.0 0.0 0.0 3.1 0.9 2 20.0 0.9 4.7 0.0 4.7 0.9 3 20.0 0.9 3.1 0.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: Page 84 Of 130 Job No 2368 modify Cust0me~ ! dL~VELAND CONSTRUCTION [ ~ ~227/~003 Descripti°n i UTILITY OIL HANDLING BLDG. Designed B~ KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC. : ........ Checked Byi 2368 Girt Design Report 8/22/03 3:51pm ......... SHEAR(k ) ...................... MOMENT{f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.53 0.74 0.80 0.00 2.13 8.00 -1.99 -2.67 2 -0.67 -0.61 0.61 0.67 -2.67 -2.11 0.67 10.00 -2.11 -2.67 3 -0.80 -0.74 0.53 -2.67 -1.99 2.13 12.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.74 3.08 0.24 MS 2.13 4.04 0.53 RL 0.14 0.58 2.67 2 RL 0.61 3.08 0.20 LL -2.11 5.77 0.37 LL 0.15 0.04 2.67 3 LL -0.74 3.08 0.24 MS 2.13 4.04 0.53 LL 0.14 0.58 2.67 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS 1 20.0 16.0 16.0 16.0 0.0 0.0 2 20.0 0.0 0.0 8.9 0.0 0.0 3 20.0 0.0 0.0 16.0 16.0 16.0 2368 Girt Design Report 8/22/03 3:51pm GIRT: LEVEL % 2 ; SPAN # 1 GIRT LAYOUT: Page 85 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description! UTILITY OIL HANDLING BLDG. ' Designed B~ ~UNMING GWO WIND PRESSURE : GIRT ANALYSIS: ....... SHEAR(k ) ...................... MOMENT(f-k Bay Left Left Right Right Left Left Mid Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0,48 -0.67 -0.72 0.00 -1.92 8.00 1,79 2.40 2 0,60 0.55 -0.55 -0.60 2.40 1.90 -0.60 10.00 1.90 2,40 3 0.72 0.67 -0.48 2,40 1.79 -1.92 12.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR{k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id LOC Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.67 3.08 0.22 MS -1.92 5.77 0.33 RL 0.11 -0.52 2.67 2 RL -0.55 3.08 0.18 RL 1.90 5.77 0.33 RL 0.12 -0.04 2.67 3 LL 0.67 3.08 0.22 MS -1.92 5.77 0.33 LL 0.11 -0.52 2.67 UNBRACE LENGTHS Bay ......... Minor ......... Id Major LS LL MS RL RS Page 86 Of 130 Job No 2368 modify Custom~rCLEVE~AND coNSTrucTION Date ' 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed B~ KUNMING GWO HCI STEELBUILDING -- SYSTEMS, INC. ~ ....... ~ Checked By' 2368 Girt Design Report 8/22/03 3:51pm 1 20.0 0.0 0.0 0.0 3.1 0.9 2 20.0 0.9 4.7 0.0 4.7 0.9 3 20.0 0.9 3.1 0.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: ......... SHEAR(k ) .................... MOMENT(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.48 0.67 0.72 0.00 1.92 8.00 -1.79 -2.40 2 0.60 0.55 0.55 0.60 -2.40 -1.90 0.60 10.00 -1.90 -2.40 3 -0.72 -0.67 0.48 -2.40 -1.79 1.92 12.00 0.00 STRENGTH/DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.67 3.08 0.22 MS 1.92 4.04 0.48 RL 0.11 0.52 2.67 2 RL 0.55 3.08 0.18 RL -1.90 5.77 0.33 RL 0.12 0.04 2.67 3 LL -0.67 3.08 0.22 MS 1.92 4.04 0.48 LL 0.11 0,52 2.67 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS 1 20.0 16.0 16.0 16.0 0.0 0.0 2 20.0 0.0 0.0 8.9 0.0 0.0 3 20.0 0.0 0.0 16.0 16.0 16.0 Page 87 Of 130 Job No 2368 modify Customer i CLEVELAND coNstRUCTION , Date 8/27/2003 Descrip~' ~TILITY OIL HANDLING BLDG. - Desig.ed B~ X~N~ GW~ HCI STEEL BUILDING ................ SYSTEMS, INC. , C~ec~ed By 2368 Wall Panel Report 8/22/03 3:51pm PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: HHR 26 ; Type = HR ; Gage = 26.00 ; Yield = 50 MOMENTS & DEFLECTION: ......... Moment (ft-lb/ft) ......... Span Span LD Support Midspan ---Deflect (in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 7.33 WP 66.4 153.1 0.43 -59.3 138.8 0.43 -0.41 0.98 0.42 WS -66.4 138.8 0.48 59.3 153.1 0.39 0.41 0.98 0.42 2 6.00 WP 66.4 153.1 0.43 -5.6 138.8 0.04 0.03 0.80 0.04 WS -66.4 138.8 0.48 5.6 153.1 0.04 -0.03 0.80 0.04 3 6.00 WP 43.3 153.1 0.28 -40.2 138.8 0.29 -0.19 0.80 0.23 WS -43.3 138.8 0.31 40.2 153.1 0.26 0.19 0.80 0.23 2368 Weight Suramary 8/22/03 3:51pm Girts = 350.52 Frame Openings - 0.00 350.52 2368 Sidewall Design Warning Report 8/22/03 3:51pm Page 88 Of 130 Job NO 2368 I modify Customer CLEVELAND CONSTRUCTION , Date 8/27/2003 Description UTILITY OIL HANDLIN~ ~L~ J D. signed B~ KU~MIN~ GW0 HCl STEEL BUILDING ' i .. No Warnings Page 89 Of 130 Job No 2368 modify Customer~ CLEVELAND coN~T~U~T~0~ ' Date ' 8/27/2003 Description UTILITY OIL HANDLING BLDG. ! Designed By KUNMING GWO HCI STEEL BUILDING ..... *(1)JOBID: {Max: 60 char) '2368' *(2)PROGPJ~M OPTIONS: * EW Run Run Run Run No Des Lap * Id Col/Raf Girt Brace Panel Cycles Stiff *(3)DESIGN CODE: *Design ---Steel Code ...... Build--- Seismic * Code Cold Hot Country Code Year Zone *(4)DESIGN CONSTANTS: Wind * ............... Steel_Yield(ksi ) ................. Stress_Ratio--- Strength * Web Flg C-Sec W-Sec R-Sec U-Sec EP Panel Col/Raf Girt Panel Factor 50.0 55.0 55.0 50.0 50.0 36.0 55.0 50.0 1.00 1.00 1.00 1.3333 *(5)DEFLECTION LIMITS: * ..... Rafter ........ Girt ..... Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 120. 90 0. 90. 90. 0. 90. 0. 90. 80. *(6)REPORTS Input Column Wall Door Wall Cable Echo Rafter Girt Jamb Panel Brace *(7)BUILDING TYPE: * Build Expand_EW Type Use Offset *(8)SURFACE SHAPE: No. X Coord Y-Coord Offset Page 90 Of 130 Job No, 2368 modify Customer CLEVELAND CONSTRUCTION Date ' 8/27/2003 Description UTILITY OIL HANDLING BLDG. i Designed By KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC, * Surf (ft) (£t) (±n) 4 0.0000 20.0000 8.000 20.0000 21.6667 8,000 40,0000 20,0000 8.000 40.0000 0.0000 8.000 *(9)BAY SPACING: Roof Frame I Sets Of Bay No. Bay Recess I Bays Width Bays 20.0000 1.0000 2 21,5000 1 18.5000 1 *(10)FRAMED OPENINGS: No. Bay Open Open Open Open Sill Base Set MeugDer Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 0 *(ii)PARTIAL WALLS: * Set Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 *(12)COLUMNS: * --Left Corner-- -Right_Corner-- -Int Facia-- Iht No Facia Max_UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev (in) (in) (in) (in) Dep (ft) (in) ~R ' '-~ 0.00 'R ' '-' 0.00 ~R 0.00 'B 0.00 'N~ 83,333 0.000 *(13)COLUMN SIZE: Set No. Column Mermber Column Size *(14)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace *(15)RAFTERS SIZE: * Set No. Rafter Member Rafter Size Page 91 Of 130 Job NO : 2368 i modify i Customer CLEVELAND CONSTRUCTION [Date ;Description] UTILITY OIL HANDLING ~LDG[ ] 6~igned B~ HCI STEEL BUILDING SYSTEMS. INC. ! Checked *(16)RAFTER SPLICES: Surf NO. Splice Splice Id Splice Loc. Type 2 0 3 1 0.0000 'M ' *(17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One_Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZB' 'N' 8.000 0.0000 7.3333 'N' 'Y' 10.0000 *(18)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'P' 2 7.3333 13.3333 *(19)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt Girts Start End Height Type Rotate 0 *(20)ROOF PURLINS: * Surf Peak Purl No. Surf Id Space Space Purlin Ext 2 1.000 4.767 4 0.000 3 1.000 4.767 4 0.000 *(21)PANELS: Wall Panel 'HHR 26 *(22)WIND FRAMING SELECTION: * ..... Order Of Selection ...... * Panel Diagonal Wind Wind * Shear Bracing Bent Column *(23)WALL BRACING: * Wind Brace No._Bays Specified Page 92 Of 130 Job No i 2368 modify C~sto~ [ CLEVELAND C0~Thu~Ti~N ' Da{e 8~7~2003 Description UTILITY OiL HANDLI~ hLD~J DeSired By[ KUNMING G~O HCl STEEL BUILDING SYSTEMS.~NC. Shear Type Specified Bays For Bracing 75.0 'R 1 2 *(24)WIND BENTS * Type Depth Bays Bay_Id '-' 0.00 0 *(25)WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay_Id Right '-' 0,00 0 *{26)WALL BRACING ATTACHMENT *No Of Attach --Bay_Id-- No Of *Attach Id Start End Level Level_Height 0 *(27)EAVE EXTENSION: *Wall No Of Ext -Bay_Id-- Edge Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(28)CANOPY: *Wall NO Of Ext -Bay_Id-- -Edge Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 *(29]FACIA/PARAPET : *Wall %Of Ext Fac Bay_Id .... Attach_Beam ...... Facia/Parapet--- Edge_Extend Ext * Id Ext Id Typ St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) ?:12 (ft) (ft) ?:12 (ft) (ft) 1 0 2 0 4 0 *(30)FACIA/PARAPET GIRTS: Page 93 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION i Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designe~ B~ KUN~[~G GW~ .... HCI STEEL BUILDING .......... SYSTEMS. INC, i Checked By *Ext .... Top ...... Interior .... Back Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: *Ext Ext Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct *(32)BASIC LOADS: * Dead Collar Live Snow Basic Wind Load Ratio Seismic Torsion Forces * Load Load Load Load Wind Deflect Factor Load Wind Seismic 2.5 0.1 20.0 25.0 11.1 1.00 1.00 1.09 0.00 0.00 *(33)WIND PRESSURE/SUCTION: Wind Wind Press Suct 10.0 -10.0 ., Column 10.0 -10.0 .. Girt/Header 10.0 -10.0 .. Jamb 13.3 -13.3 .. Panel 14.4 -14.4 .. Parapet Girt *(34)WIND COEFFICIENTS: Surf Rafter Wind_l Rafter Wind 2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.80 -0.50 0.80 -0.50 0.80 -0.50 0.00 0,00 2 -0.70 0.70 -0,70 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 -0.50 0.80 0.00 0.00 *(35}COLUMN & BRACING DESIGN LOADS: *Load Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0,00 3 1.00 0,00 0,50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 1.00 0,00 0.00 0,00 0,00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 1.00 0,00 0.00 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 0,00 0.00 0,00 1,00 0.00 0.00 0.00 0.00 1.00 0,00 0 0.00 Page 94 Of 130 Job NO i 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description! UTILITY OIL HANDLING BLDG. Designed Byl KUNMING GWO HCl STEEL BUILDING SYSTEMS, INC. " ; checked By 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(36)COLUMN & BRACING DESIGN LOADS: Deflection *Load Snow/ Rafter Wind Brace Wind Long Column Wind I Aux Load *No Id Dead Coil Live Left Right Left Right Wind Press Suct Seisl Id Coef 0 *(37)RAFTER DESIGN LOADS: - No. Load Snow/ Rafter Wind 1 Rafter Wind 2 Aux Load *Load Id Dead Collar Live Left Right Left Right Seis Id Coef 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 1.00 1.00 O.O0 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(38)P~FTER DESIGN LOADS: Deflection * No. Load Snow/ Rafter Wind 1 Rafter Wind 2 Aux Load *Load Id Dead Collat Live Left Right Left Right Seis Id Coef 0 *(39)AUXILIARY LOADS: (Max: 10 loads, 10 co.b/load) * No. Aux Aux NO. Add Add Load * Aux Id Name Combs Id Coef 1 1 ~E1UNB LL 1' 1 1 0.50 *(40)ADDITIONAL LOADS: (Max: 20 loads) * NO. Add Surf Basic Load I FX FY M X Y -Conc. * Add Id Id Load Type ] Wi W2 Co DLi DL2 -Unif. 1 1 2 ....... ' 'D ' -0.26 -0.26 0.08 0.00 20.07 Page 95 Of 130 Job No 2368 modify customer ! cLE~ELA~ d~NsTRucTioN = Date 8927/2003 De$¢=ipti~' ~ILI~Y OIL HAMDLING BLDG. Design,d B~ ~0NMf~ ~Wg * (41)GIRT LAPS: Data ...... Set 1 ............. Set 2 ............. Set 3 ....... * Opt Sets Left Right Quan Left Right Quan Left Right Quan *(42)GIRT STRAPS: Data ---Set 1 ...... Set 2 ...... Set 3 ...... Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 2368 Endwall Design Code 8/22/03 3:51pm STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 2368 Column & Rafter Design 8/22/03 3:51pm MEMBER SIZES: Member Me~er Member ---Web Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Col-1 0.7 WSxl0 7.47 0.170 3.94 0.205 19.1 190.5 Col-2 21.5 W8xl0 7.47 0.170 3.94 0.205 20.5 205.4 Col-3 39.3 W8xl0 7.47 0.170 3.94 0.205 19.1 190.5 Raf-1 WSxl0 7.47 0.170 3.94 0.205 20.1 200.7 Page 96 Of 130 Job No 2368 modify CustomerI CLEVELAND CONSTRUCTION Date 8/27/2003 !Descrlptlonl UTILITY OIL HANDLING BLDG· Designed ByI KuNMfNG GWO HCl STEEL BUILDING ...... ~ SYSTEMS. INC. Checked By! 2368 Column & Rafter Design 8/22/03 3:51pm Raf-2 WSxl0 7.47 0·170 3.94 0.205 20.1 200.7 Total= 987.81 DESIGN ACTIONS/STRESSES: (W/R/U-Section) Axial (k ,ksi ) ..... Shear (k ,ksi ) --Moment (f-k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress Col-1 1 2.82 0.95 13.61 0.00 0.00 20.00 0.00 0.00 16.99 Col-1 2 0.94 0.32 18.15 -1.02 0.81 26.67 4.88 -7.49 22.66 Col-1 3 0.94 0·32 18.15 -1.02 0.81 26.67 4.88 -7.49 22.66 Col 1 4 -0.21 -0.07 40.00 1.02 0.81 26.67 -4.88 -7.49 22.66 Col 1 5 -0.21 -0.07 40.00 -1.02 0.81 26.67 4.88 -7.49 22.66 Col 1 6 -0.21 -0.07 40.00 -1.02 0.81 26.67 4.88 -7.49 22.66 Col-i 7 0.54 0.18 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-1 8 0.50 0.17 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Coi-2 1 7.53 2.54 13.61 0.00 0.00 20.00 0.00 0.00 16.99 Col 2 2 2.32 0.78 18.15 -2.48 1.96 26.67 12.74 -19.58 22.66 Col-2 3 5.00 1.69 18.15 -2.48 1.96 26.67 12.74 -19.58 22.66 Col-2 4 -0.89 -0.30 40.00 2.48 1.96 26.67 -12.74 -19.58 22.66 Col 2 5 -0.89 -0.30 40.00 -2.48 1.96 26.67 12.74 -19.58 22.66 Col-2 6 -0.89 -0.30 40.00 -2.48 1.96 26.67 12.74 -19.58 22.66 Col-2 7 1.03 0.35 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-2 8 2.30 0.78 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-3 1 2.26 0.76 13.61 0.00 0.00 20.00 0.00 0.00 16·99 Col-3 2 3.46 1.17 18.15 -0.88 0.69 26.67 4.20 -6.45 22.66 Col-3 3 0.78 0.26 18.15 -0.88 0.69 26.67 4.20 -6.45 22.66 Col-3 4 -0.13 -0.04 40.00 0.88 0.69 26.67 -4.20 -6.45 22.66 Col-3 5 -0.13 -0.04 40.00 -0.88 0.69 26·67 4.20 -6.45 22·66 Col-3 6 -0.13 -0.04 40.00 -0.88 0.69 26.67 4.20 -6.45 22.66 Col-3 7 1.70 0.57 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-3 8 0.47 0.16 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Raf-1 1 0.20 0.07 19.43 -3.35 2.64 20.00 -9.93 -15.26 26.43 Raf-1 2 -0.09 -0.03 40.00 0.51 0.40 26.67 1.51 -2.32 35.24 Raf-1 3 -0.09 -0.03 40.00 0.51 0.40 26.67 1.51 -2.32 35.24 Raf-1 4 -0.09 -0.03 40.00 0.51 0.40 26.67 1.51 -2.32 35.24 Raf-1 5 0.09 -0.03 40.00 0.51 0.40 26.67 1.51 -2.32 35.24 Page 97 Of 130 Job No 2368 modify customer ! cLEVELAND CoNsT~0c~fs~ ' Date 8/27/2003 !Description' UTILITY OIL HANDLING BLDG. ' Designed By' KUNMING GWO .... SYSTEMS, INC, Checked BY 2368 Column & Rafter Design 8/22/03 3:51pm Raf-1 6 -0.18 -0.06 30.00 -2.00 1.58 20.00 7.15 -10.99 27.50 Raf-1 7 0.21 0.07 19.43 -3.23 2.55 20.00 -10.84 -16.65 26.43 Raf-1 8 0.51 0,17 25.90 -0.44 0.35 26.67 -1.32 -2.02 35.24 Raf-1 9 -0.58 -0.20 40.00 -0.39 0.31 26.67 -1.16 -1.78 35.24 Raf-2 1 0.32 0.11 19.43 -3.83 3.02 20.00 14.30 -21.97 26.43 Raf-2 2 -0.!8 -0.06 40.00 0.56 0.44 26,67 -2.17 -3.33 35.24 Raf-2 3 -0.18 -0.06 40.00 0.56 0.44 26.67 -2.17 -3.33 35.24 Raf-2 4 -0.18 -0.06 40.00 0.56 0.44 26.67 -2.17 -3.33 35.24 Raf-2 5 -0.18 -0.06 40.00 0.56 0.44 26.67 -2.17 -3.33 35.24 Raf-2 6 0.20 0.07 19.43 3.26 2.57 20.00 10.55 -16.20 28.58 Raf-2 7 0.30 0.10 19.43 -3.51 2.77 20.00 11.79 -18.12 26.43 Raf-2 8 1.10 0.37 28.72 0.41 0.32 26.67 1.74 -2.67 35.24 Raf-2 9 0.47 0.16 28.40 -0.55 0.43 26.67 1.83 -2.81 35.24 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Col-1 1 0.07 0.00 0.00 0.07 Col-1 2 0.02 0.03 0.33 0,34 Col-1 3 0.02 0.03 0.33 0.34 Col-1 4 0.00 0.03 0.33 0.33 Col-1 5 0.00 0.03 0.33 0.33 Col-1 6 0.00 0.03 0.33 0.33 Col-1 7 0.01 0.00 0,00 0.01 Col-2 1 0.19 0.00 0.00 0.19 Col-2 2 0.04 0.07 0.86 0,88 Col-2 3 0.09 0.07 0.86 0.91 Col-2 4 0,01 0.07 0.86 0.86 Col-2 5 0.01 0.07 0.86 0.86 Col-2 6 0.01 0.07 0.86 0.86 Col-2 7 0.02 0.00 0.00 0.02 Col-2 8 0.04 0.00 0.00 0.04 Col-3 1 0.06 0.00 0.00 0.06 Col-3 2 0.06 0.03 0.28 0.31 Col-3 3 0.01 0.03 0.28 0.29 Col-3 4 0.00 0.03 0.28 0.28 Page 98 Of 130 Job No 2368 modify Customer i CLEVELAND CONSTRUCTION Date 8/27/2003 Description ! UTILITY OIL HANDLING BLDG. ~ Designed BY KUNMING GWO HCl STEEL BUILDING ............ SYSTEMS. INC. Checked By 2368 Column & Rafter Design 8/22/03 3:51pm Col-3 5 0.00 0.03 0.28 0.28 Col-3 6 0.00 0.03 0.28 0.28 Col-3 7 0.03 0.00 0.00 0,03 Col-3 8 0.01 8.00 0,00 0.01 Raf-1 1 0.00 0.13 0.58 0.58 Raf-1 2 0.80 0.02 0.07 0.07 Raf-1 3 0.00 0.02 0.07 0.07 Raf-1 4 0.00 0.02 0.07 0.07 Raf 1 5 0.00 0.02 0.07 0.07 Raf-1 6 0.00 0.08 0.40 0.40 Raf-1 7 0.00 0.13 0.63 0.63 Raf-1 8 0.01 0.01 0.06 0.06 Raf-1 9 0.00 0.01 0.05 0.05 Raf 2 1 0.01 0.15 0.83 0.83 Raf-2 2 0.00 0.02 0.09 0,09 Raf-2 3 0.00 0.02 0.09 0.09 Raf-2 4 0.00 0.02 0.09 0.09 Raf-2 5 0.00 0.02 0.09 0.09 Raf-2 6 0.00 0.13 0.57 0.57 Raf-2 7 0.01 0,14 0.69 0.69 Raf-2 8 0.01 0.01 0.08 0.08 Raf 2 9 0.01 0.02 0.08 0.08 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection {in) Reaction (k) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col-1 1 0.00 2.54 0.00 2.82 0.00 Col-1 2 0.36 2.54 1,02 0.94 0.00 Col-1 3 0.36 2.54 1.02 0.94 0.00 Col-1 4 -0.36 2.54 -1.02 -0.21 0.00 Col-1 5 0.36 2.54 1.02 -0.21 0.00 Col-1 6 0.36 2.54 1.02 -0.21 0.00 Col-1 7 0.00 2.54 0.00 0.54 0.00 Col-1 8 0.00 2.54 0.00 0.50 0.00 Col-2 1 0.00 2.74 0.00 7.53 0.00 Col-2 2 1.08 2.74 2.48 -0.37 2.48 Col-2 3 1.08 2.74 2.48 5.00 0.00 Page 99 Of 130 Job NO, 2368 modify Customer CLEVELAND CONSTRUCTION Date i 8~0~ Description UTILITY OIL HANDLING BLDG, Designed By KUNMING GWO HCI STEEL BUILDING ........ SYSTEMS. INC, Checked By 2368 Column & Rafter Design 8/22/03 3:51pm Col-2 4 1.08 2,74 -2.48 -0.89 0.00 Col-2 5 1,08 2.74 2.48 -0,89 0.00 Col-2 6 1.08 2.74 2,48 -0,89 0.00 Col 2 7 0.00 2,74 0.00 -0.15 1.09 Col 2 8 0.00 2,74 0.00 2.30 0.00 Col-3 1 0.00 2,54 0,00 2.26 0.00 Col-3 2 0.31 2,54 0.88 3.46 0.00 Col-3 3 0.31 2.54 0.88 -1.91 2.48 Col-3 4 -0,31 2.54 -0.88 -0.13 0.00 Col-3 5 0.31 2~54 0.88 -0.13 0.00 Col-3 6 0.31 2.54 0.88 -0,13 0.00 Col-3 7 0.00 2.54 0.00 1,70 0.00 Col-3 8 0.00 2.54 0.00 -0.71 1.09 Raf-1 1 -0.69 2,15 Raf-1 2 0.10 2.87 Raf-1 3 0.10 2.87 Raf-1 4 0,10 2.87 Raf-1 5 0.10 2.87 Raf-1 6 -0.27 2.15 Raf-1 7 -0.81 2.15 Raf-1 8 0.09 2.87 Raf-1 9 0,08 2,87 Raf 2 1 -0.21 1,85 Raf-2 2 0.03 2.47 Raf 2 3 0,03 2.47 Raf 2 4 0.03 2.47 Raf-2 5 0.03 2.47 Raf-2 6 -0.36 1.85 Raf-2 7 -0.11 2.15 Raf-2 8 -0.02 2.47 Raf-2 9 -0.03 2.47 2368 Column Actions & Unbraced Lengths 8/22/03 3:51pm LOAD COMBINATION % 1 Page 100 Of 130 Job NO 2368 modify Customer [ CLEVELAND CONSTRUCTION Date 8/27/2003 Description ! UTILITY OIL HANDLING BLDG. ' Designed By KUNMING GWO HCI STEEL BUILDING ) SYSTEMS, INC. Checked By 2368 Column Actions & Unbraced Lengths 8/22/03 3:51pm ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 2.82 0.00 0.00 19.1 7.3 1 9.53 2.82 0.00 0.00 19.1 7.3 1 19.05 2.82 0.08 0.00 19.1 7.3 2 0.00 7.53 0.00 0.00 20.5 7.3 2 10.27 7.53 0.00 0.00 20.5 7.3 2 20.54 7.53 0.00 0.00 20.5 7.3 3 0.00 2.26 0,00 0.00 19.1 7.3 3 9.53 2.26 0.00 0.00 19.1 7.3 3 19.05 2.26 0.00 0.00 19.1 7.3 LOAD COMBINATION # 2 ...... Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 0.94 -1.02 0.00 19.1 7.3 1 9.53 0.94 0.00 4.88 19.1 7.3 1 19.05 0.94 1.02 0.00 19.1 7.3 2 0.00 2.32 -2.48 0.00 20.5 7.3 2 10.27 2.32 0.00 12.74 20.5 7.3 2 20.54 2.32 2.48 0.00 20.5 7.3 3 0.00 3.46 -0.88 0.00 19.1 7.3 3 9.53 3.46 0.00 4.20 19.1 7.3 3 19.05 3.46 0.88 0.00 19.1 7.3 LOAD COMBINATION # 3 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 0.94 -1.02 0.00 19.1 7.3 1 9.53 0.94 0.00 4.88 19.1 7.3 Page 101 Of 130 Job No , 2368 , modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 D'.eription- ~Ti~iT~ 0IL HANDLING BLDG. ' Designed By KUNMING GWO HCl STEEL BUILDING SYSTEMS. INC. - ........... ~ Checked By ' 2368 Column Actions & Unbraced Lengths 8/22/03 3:51pm 1 19.05 0.94 1.02 0.00 19.1 7.3 2 0.00 5.00 -2.48 0.00 20.5 7.3 2 10.27 5.00 0.00 12.74 20.5 7.3 2 20.54 5.00 2.48 0.00 20.5 7.3 3 0.00 0.78 -0.88 0.00 19.1 7.3 3 9.53 0.78 0.00 4.20 19.1 7.3 3 19.05 0.78 0.88 0.00 19.1 7.3 LOAD COMBINATION # 4 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 -0.21 1.02 0.00 19.1 7.3 1 9.53 -0.21 0.00 -4.88 19.1 7.3 1 19.05 -0.21 -1.02 0.00 19.1 7.3 2 0.00 0.89 2.48 0.00 20.5 7.3 2 10.27 0.89 0.00 -12.74 20.5 7.3 2 20.54 -0.89 -2.48 0.00 20.5 7.3 3 0.00 -0.13 0.88 0.00 19.1 7.3 3 9.53 -0.13 0.00 -4.20 19.1 7.3 3 19.05 -0.13 -0.88 0.00 19.1 7.3 LOAD COMBINATION # 5 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 -0.21 -1.02 0.00 19.1 7.3 1 9.53 -0.21 0.00 4.88 19.1 7.3 1 19.05 -0.21 1.02 0.00 19.1 7.3 2 0.00 -0.89 -2.48 0.00 20.5 7.3 2 10.27 0.89 0.00 12.74 20.5 7.3 2 20.54 -0.89 2.48 0.00 20.5 7.3 3 0.00 -0.13 -0.88 0.00 19.1 7.3 3 9.53 -0.13 0.00 4.20 19.1 7.3 Page 102 Of 130 Job No 2368 modify Customer CL~v~LANo ~0~STRUCT ION Date 8/27/2003 Description' UTILITY OIL HANDLING BLDG. Designed By KUNMING ~WO HCI STEEL BUILDING .......... SYSTEMS, INC. Checked By 2368 Column Actions & Unbraced Lengths 8/22/03 3:51pm 3 19.05 -0.13 0.88 0.00 19.1 7.3 LOAD COMBINATION # 6 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 -0.21 -1.02 0.00 19.1 7.3 1 9.53 -0.21 0.00 4.88 19.1 7.3 1 19.05 -0.21 1.02 0.00 19.1 7.3 2 0.00 -0.89 -2.48 0.00 20.5 7.3 2 10.27 -0.89 0.00 12.74 20.5 7.3 2 20.54 -0.89 2.48 0.00 20.5 7.3 3 0.00 -0.13 -0,88 0.00 19.1 7.3 3 9.53 -0.13 0.00 4.20 19.1 7.3 3 19.05 -0.13 0.88 0.00 19.1 7.3 LOAD COMBINATION # 7 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 0.54 0.00 0.00 19.1 7,3 1 9.53 0.54 0.00 0.00 19.1 7.3 1 19.05 0.54 0.00 0.00 19.1 7.3 2 0.00 1.03 0.00 0.00 20.5 7.3 2 10.27 1.03 0.00 0.00 20.5 7.3 2 20.54 1.03 0.00 0.00 20.5 7.3 3 0.00 1.70 0.00 0.00 19.1 7.3 3 9.53 1.70 0.00 0.00 19.1 7.3 3 19.05 1.70 0.00 0.00 19.1 7.3 LOAD COMBINATION # 8 ........ Actions ....... Unbraced_Length Page 103 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION ~ bate 8/27/2003 Descripti0n· UTILITY OIL HANDLING BLDG. ~ Designed B~ KUNMIN~ GW0 HCI STEEL BUILDING 2368 Rafter Splice Report 8/22/03 3:51pm Splice -Surface ---Plate ...... Design_Load ....... Bolts(A325 ) .... Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 M 3 0.0 6.0 0.500 1 0.3 3.4 8.9 2 0.750 4.00 3.00 2 0.2 0.5 -1.4 2 0.750 4.00 3.00 2368 Base Plate & Anchor Bolt Design 8/22/03 3:51pm Column Base Max Reactions(k ) --Plate Size(in)-- -Bolts{A307 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col 1 7.9 2.8 -0.2 0.8 6.0 7.9 0.375 2 0.750 3.50 Col-2 7.9 7.5 -0.7 2.6 6.0 7.9 0.375 2 0.750 3.50 Col 3 7.9 2.6 -1.4 2.0 6.0 7.9 0.375 2 0.750 3.50 Page 104 Of 130 Job No 2368 modify i customer CLEVELAN0 CONSTRUCTION Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING ...... GIRT ~ 1 ; SPAN ~ 1 GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z25U16 20.83 0.88 7.3333 0 59.9 2 8Z25U16 17.83 0.88 7.3333 0 51.6 111.6 WIND PRESSURE : GIRT ANALYSIS: ........ SHEAR(k ) .................. MOMENT(f-k ) ............ Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.54 -0.79 -0.85 0.00 -2.21 8.13 2.46 3.17 2 0.77 0.71 -0.42 3.17 2.52 -1.30 11.58 0.00 STRESS /DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION{in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.79 3.08 0.26 RL 2.46 5.77 0.43 RL 0.20 -0.62 2.78 2 LL 0.71 3.08 0.23 LL 2.52 5.77 0.44 LL 0.21 -0.20 2.38 Page 105 Of 130 Job No 2368 modify Customer ~LEVELAND CONSTRUCTION - Date ~ 8/27/2003 ...... Description! UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCl STEEL BUILDING .................. SYSTEMS. lNG. Checked By 2368 Bypass Girt Design Report 8/22/03 3:51pm UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS 1 20.8 0.0 0.0 0.0 3.7 0.9 2 17.8 0.9 4.5 0.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: ......... SHEAR(k ) ...................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 8.54 0.79 0.85 0.00 2.21 8.13 -2.46 -3.17 2 -0.77 -0.71 0.42 -3.17 -2.52 1.30 11.58 0.00 STRESS /DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC LOC Calc Allow UC Loc UC Calc Allow 1 RL 0.79 3.08 0.26 MS 2.21 4.04 0.55 RL 0.20 0.62 2.78 2 LL -0.71 3.08 0.23 LL -2.52 5.77 0.44 LL 0.21 0.20 2.38 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS 1 20.8 16.3 16.3 16.3 0.0 0.0 Page 106 Of 130 Job No 2368 modify ~ Customer CLEVELANB CONSTRUCTION Date 8/27/2003 : De.cripti0n [ %TIL~ OIL HANDLING BLDG. ' De~£gned By KU~MI~G ~Wo HCl STEEL BUILDING SYSTEMS, INC. ' ............ ~ Checked By 2 17.8 0.0 0.0 12.5 12.5 12.5 2368 Bypass Girt Design Report 8/22/03 3:51pm GIRT # 2 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z25U16 20.83 0.88 13.3333 0 59.9 2 8Z25U16 17.83 0.88 13.3333 0 51.6 111.6 WIND PRESSURE : GIRT ANALYSIS: ....... SHEAR(k ) .................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.54 -0.78 -0.84 0.00 -2.18 8.14 2.42 3.13 2 0.76 0.70 0.41 3.13 2.49 -1.28 11.59 0.00 STRESS /DEFLECTION: Span ...... SHEAR(k ) .......... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow Page 107 Of 130 Job No 2368 modify i customer CLEVELAND CONSTRUCTION Date 8/27/20~ ~D~Scripti°rtl UTILITY OIL HANDLING BLDG. Designed By[ K~NMING GWO HCI STEEL BUILDING SYSTEMS, INC. Checked By 2368 Bypass Girt Design Report 8/22/03 3:51pm 1 RL -0.78 3.08 0.25 RL 2.42 5.77 0.42 RL 0.20 -0.61 2.78 2 LL 0.70 3.08 0.23 LL 2.49 5.77 0.43 LL 0.20 -0.19 2.38 UNBRACE LENGTHS Bay ............ Minor Id Major LS LL MS RL RS 1 20.8 0.0 0.0 0.0 3,7 0.9 2 17.8 0.9 4.5 0.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: ......... SHEAR{k ) ...................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Righ~ Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.54 0.78 0.84 0.00 2.18 8.14 -2.42 ~3.13 2 -0.76 -0.70 0.41 -3.13 -2.49 1.28 11.59 0.00 STRESS /DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k )-- - Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.78 3.08 0.25 MS 2.18 4.04 0.54 RL 0.20 0.61 2.78 2 LL -0.70 3.08 0.23 LL -2.49 5.77 0.43 LL 0,20 0.19 2.38 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS Page 108 Of 130 Job NO 2368 modify Customer CLEVELAND coNS~CTioN u Date 8/27/2003 : Description UTILITY OIL HANDLING BLDG. i Designed By KUNMING GWO HCI STEEL BUILDING ............ · SYSTEMS. INC, Checked By 2368 Bypass Girt Design Report 8/22/03 3:51pm 1 20.8 16.3 16.3 16.3 0.0 0.0 2 17.8 0.0 0.0 12.5 12.5 12.5 2368 Endwall Diagonal Bracing Sun. nary 8/22/03 3:51pm PANEL SHEAR WITH NO BRACING: Panel Shear (Allow) = 75.0 Panel Shear {Calc ) = 62.0 CABLE BRACING REQUIRED: Bay Level ...... Diag_Brace ..... Diag_Force(k ) Brace Tension(k ) Id Height Type Size Part Wind Seismic Calc Allow 2 19.70 R 0.500 ROD500 3.62 1.59 3.62 4.93 COLUMN BASE REACTIONS: Bay Col Max Max Id Id Norz Vert(+/-) 2 2 -2.48 2.64 2 3 2.48 2.64 2368 Wall Panel Report 8/22/03 3:51pm PANEL DATA: Bay= 2 Panel: HHR 26 , Type = HR ; Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTION: Page 109 Of 130 Job No 2368 : modify Customer' CLEVELAND CONSTRUCTION ! Date 8/27/200§ Description UTILITY OIL HANDLING BLDG. J Designed By KUNMING GWO HCI STEEL BUILDING I SYSTEMS. INC. i Checked By 2358 Wall Panel Report 8/22/03 3:5lpm ......... Moment (ft-lb/ft) ......... Span Span LD Support Midspan ---Deflect (in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ! 7.33 WP 63.0 153.1 0.41 -60,7 138.8 0,44 -0.42 0.98 0.43 WS -63.0 138.8 0.45 60.7 153.1 0.40 0.42 0.98 0.43 2 6,00 WP 68.0 153,1 0.41 0.8 153.1 0.01 0.07 0.80 0,09 WS -69.0 138.8 0.45 -0.8 138.8 0.01 -0.07 0.80 0.09 3 7.10 WP 58.4 153.1 0.38 -57.2 138.8 0,41 -0.38 0.95 0.40 WS -58.4 138.8 0.42 57.2 153.1 0.37 0.38 0.95 0.40 2368 Endwall Design Warning Report 8/22/03 3:51pm .. No Warnings 2368 Endwall Weight Su~aary 8/22/03 3:5lpm FORCED SPACING: Total Column Weight 586.42 Total Rafter Weight 401.39 Total Girt Weight 222.95 Total Door Jarab Weight 0.00 Total Bracing Weight 36.31 Total Clips Weight 13.20 Total Endwall Weight 1260.26 Page 110 Of 130 Job No 2368 , modify customer cLEVELAND ~oNsTRUCTION ' Date 8/2~2603 Descripti°ni UTILITY OIL HANDLING BLDG. i Designed By~ KgNMING GWO HCl STEEL BUILDING SYSTEMS, INC, Checked By *2368 Endwall Design Input Echo 8/22/03 3:51pm *(1)JOBID: {Max: 60 char) '2368' *(2)PROGRAM OPTIONS: * EW Run Run Run Run NO Des Lap * Id Col/Raf Girt Brace Panel Cycles Stiff *(3)DESIGN CODE: *Design ---Steel Code ...... Build--- Seismic * Code Cold Hot Country Code Year Zone *(4)DESIGN CONSTANTS: Wind * ............. Steel_Yield(ksi ) ................. Stress_Ratio--- Strength * Web Flg C Sec W-Sec R-Sec U-Sec EP Panel Col/Raf Girt Panel Factor 50.0 55.0 55.0 50.0 50.0 36.0 55.0 50.0 1.00 1.00 1.00 1.3333 *(5)DEFLECTION LIMITS: * ..... Rafter ....... Girt ..... Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 120. 90. 0. 90. 90. 0. 90. 0. 90. 80. *{6)REPORTS: Input Column Wall Door Wall Cable Echo Rafter Girt Ja~ Panel Brace *(7)BUILDING TYPE: * Build Expand_EW Type Use Offset *(8)SURFACE SHAPE: * No. X-Coord Y-Coord Offset Page 111 Of 130 Job NO 2368 modify Customer ' CLEVELAND CONSTRUCTION Date 8/27/20~ Description! UTILITY OIL HANDLING BLDG. Designed By KUNMING GW0 NCI STEEL BUILDING .............. ~ SYSTEMS. INC. Checked By Surf (ft) (ft) (in) 4 0.0000 20.0000 8,000 20.0000 21.6667 8.000 40.0000 20,0000 8,000 40.0000 0,0000 8.000 ~(9)BAY SPACING: Roof Frame I Sets Of Bay No. Bay Recess I Bays Width Bays 20.0000 1.0000 2 18.5000 1 21.5000 1 ~(10) FRA/~ED OPENINGS: NO. Bay Open Open Open Open Sill Base Set Me~nber Remove Open Id Width Height Offset Type Beight Elev Depth Select Panels 0 *(il)PARTIAL WALLS: Bays Type Load Start End Height 0 *(12)COLUMNS: - Left_Corner-- -Right_Corner-- -Int_Facia-- Int No Facia Max UnBr Base Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev (in) {in) (in) (in) Dep (ft) (in) 'R '-' 0.00 'R ' '-' 0.00 'R ' 0.00 'R 0.00 'N' 83.333 0.000 *(13)COLUMN SIZE: Set No. Column Member Column Size *(14)RAFTERS: Rafter Set Rafter Flange Select Depth Same Brace *(15)RAFTERS SIZE: Set No. Rafter Member Rafter Size Page 112 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION ~ Date 8/27/2003 - 2 0 *(17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt_To One_Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'N' 8.000 0.0000 7.3333 'N' 'Y' 10.0000 *(18)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'P' 2 7.3333 13.3333 *{19}SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt Girts Start End Height Type Rotate 0 *(20)ROOF PURLINS: * Surf Peak Purl No. Surf Id Space Space Purlin Ext 3 1.000 4.767 4 0.000 2 1.000 4.767 4 0.000 *(21)PANELS: Wall 'HHR 26 *(22)WIND FRAMING SELECTION: * .... Order Of Selection ...... * Panel Diagonal Wind Wind * Shear Bracing Bent Column *(23)WALL BRACING: Wind Brace No._Bays Specified Page 113 Of 130 Job NO 2368 mod&fy Customer CLfVELk~S C0~RUCT~ON Date ~Description UTILITY OIL HANDLING BLDG. : Designed By KUNMING GWO * (C,E) (ft) {ft) ?:12 (ft) (ft) ?:12 (ft) (ft) 3 0 2 0 ~ 0 Page 114 Of 130 Job No 2368 modify Customer ' CLEVELAND coNSTRUCTION Date 8/27j2063 " Description! UTILITY OIL HANDLING BLDG. ' ' Designed B~ K~N~ING G~ HCI STEEL BUILDING .......... - SYSTEMS, INC, Checked By *E~t --- Top ...... Interior -- Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(31)LOADS FOR LAVE EXTENSION, CANOPY, FACIA, AND PARAPET: *Ext Ext Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collar Live Press Suct Press Suct Press Suct *(32)BASIC LOADS: * Dead Collar Live Snow Basic Wind Load Ratio Seismic Torsion Forces * Load Load Load Load Wind Deflect Factor Load Wind Seismic 2,5 0,1 20.0 25.0 11.1 1,00 1.00 1.09 0.00 0.00 ~(33)WIND PRESSURE/SUCTION: Press Suct 10.0 -10,0 .. Column 10.0 -10.0 .. Girt/Header 13.3 -13.3 .. Panel 14.4 14.4 .. Parapet Girt ~(34)WIND COEFFICIENTS: Surf Rafter Wind 1 Rafter Wind 2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.80 -0.50 0.80 -0.50 0.80 -0,50 0.00 0.00 2 -0.70 -0,70 -0,70 -0.70 -0.70 -0,70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 -0.50 0.80 0,00 0.00 *(35)COLUMN & BRACING DESIGN LOADS: *Load Snow/ Rafter Wind Brace Wind Long Column_Wind I Aux_Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 8 1 1.00 1,00 1.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1,00 0.00 0.00 0.00 1.00 0.00 0,00 0,00 0.00 1.00 0.00 0 0,00 Page 115 Of 130 Job No2368 modify Customer' ~L~VELAND CONSTRUCTION Date 82~/~d~ Description UTILITY OIL HANDLING BLDG. i Designed By K~i~ ~wo HCI STEEL BUILDING ~ SYSTEMS, lNG, I Checked Sy 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 8 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 *(36)COLUMN & BRACING DESIGN LOADS: Deflection *Load Snow/ Rafter Wind Brace_Wind Long Column_Wind I Aux_Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 0 *(37)RAFTER DESIGN LOADS: * No. Load Snow/ Rafter Wind 1 Rafter_Wind 2 I Aux Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1,00 0.00 0,00 0,00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.00 0,00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0,00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 8 1.00 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(38)RAFTER DESIGN LOADS: Deflection * NO, Load Snow/ Rafter Wind 1 Rafter Wind 2 I Aux Load *Load Id Dead Collar Live Left Right Left Right Seis ] Id Coef 0 * (39)AUXILIARY LOADS: (Max: 10 loads, 10 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 1 1 'E2UNB LL 1' 1 1 0.50 *(40)ADDITIONAL LOADS: (Max: 20 loads) No. Add Surf Basic Load I FX FY M X Y -Conc. Add Id Id Load Type I Wi W2 Co DL1 DL2 -Unif. 1 1 2 ....... ' 'D ' -0.26 -0.26 0.08 0.00 20.07 Page 116 Of 130 Job NO~ 2368 modify Customer [ - ~a~ . i 8/~7/~0~ CLEVELAND CONSTRUCTION Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING SYSTEMS. INC. ' '--] c~ecke~ ~y: *(41)GIRT LAPS: Data ...... Set 1 ............. Set 2 ............. Set 3 ....... * Opt Sets Left Right Quan Left Right Quan Left Right Quan * {42)GIRT STRAPS: Data ---Set 1 ..... Set 2 ...... Set 3 ..... Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 2368 Endwall Design Code 8/22/03 3:51pm STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - UBC Year - 97 Seismic Zone - 3 2368 Column & Rafter Design 8/22/03 3:51pm MEMBER SIZES: Member Me~uber Member ---Web Size-- -Flange_Size- Me~er Member Id Locate Size Depth Thick Width Thick Length Weight Col-1 0.7 WSxl0 7.47 0.170 3.94 0.205 19.1 190.5 Col-2 18.5 W8xl0 7.47 0.170 3.94 0.205 20.5 205.4 Col-3 39.3 W8xl0 7.47 0.170 3.94 0.205 19.1 190.5 Raf-1 W8xl0 7.47 0.170 3.94 0.205 20.1 200.7 Page 117 Of 130 Job NO 2368 modify Customer i cLEVELaND CONSTRUCTION Date ' 8/27/2003 iDescripti°n UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO DESIGN ACTIONS/STRESSES: (W/R/U-Section} - - Axial (k ,ksi ) .... Shear (k ,ksi )---Moment (f-k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress Col-1 1 2.26 0.76 13.61 0.00 0.00 20.00 0.00 0.00 16.99 Col-1 2 0.78 0.26 18.15 -0.88 0.69 26.67 4.20 -6.45 22.66 Col-1 3 3.46 1.17 18.15 -0.88 0.69 26.67 4.20 6.45 22.66 Col-1 4 0.13 -0.04 40.00 0.88 0.69 26.67 -4.20 -6.45 22.66 Col-1 5 0.13 -0.04 40.00 0.88 0.69 26.67 4.20 -6.45 22.66 Col-1 6 -0.13 -0.04 40.00 -0.88 0.69 26.67 4.20 -6.45 22.66 Col-1 7 0.47 0.16 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col 1 8 1.70 0.57 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-2 1 7.53 2.54 13.61 0.00 0.00 20.00 0.00 0.00 16.99 Col-2 2 5.00 1.69 18.15 -2.48 1.96 26.67 12.74 -19.58 22.66 Col-2 3 2.32 0.78 18.15 -2.48 1.96 26.67 12.74 -19.58 22.66 Col-2 4 -0.89 -0.30 40.00 2.48 1.96 26.67 -12.74 -19.58 22.66 Col-2 5 -0.89 -0.30 40.00 -2.48 1.96 26.67 12.74 -19.58 22.66 Col-2 6 -0.89 -0.30 40.00 -2.48 1.96 26.67 12~74 -19.58 22.66 Col-2 7 2.30 0.78 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-2 8 1.03 0.35 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-3 1 2.82 0.95 13.61 0.00 0.00 20.00 0.00 0.00 16.99 Col-3 2 0.94 0.32 18.15 -1.02 0.81 26.67 4.88 7.49 22.66 Col-3 3 0.94 0.32 18.15 -1.02 0.81 26.67 4.88 -7.49 22.66 Col-3 4 -0.21 -0.07 40.00 1.02 0.81 26.67 -4.88 -7.49 22.66 Col-3 5 -0.21 -0.07 40.00 -1.02 0.81 26.67 4.88 -7.49 22.66 Col-3 6 -0.21 -0.07 40.00 -1.02 0.81 26.67 4.88 -7.49 22.66 Col-3 7 0.50 0.17 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Col-3 8 0.54 0.18 18.15 0.00 0.00 26.67 0.00 0.00 22.66 Raf-1 1 0.32 0.11 19.43 3.83 3.02 20.00 14.30 -21.97 26.43 Raf-1 2 -0.18 -0.06 40.00 -0.56 0.44 26.67 -2.17 -3.33 35.24 Raf-1 3 -0.18 -0.06 40.00 -0.56 0.44 26.67 -2.17 -3.33 35.24 Raf-1 4 -0.18 -0.06 40.00 -0.56 0.44 26.67 -2.17 -3.33 35.24 Raf 1 5 -0.18 -0.06 40.00 -0.56 0.44 26.67 -2.17 -3.33 35.24 Page 118 Of 130 Job No 2368 , modify ' Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed B~ KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC. .......... ] Checked By 2368 Column & Rafter Design 8/22/03 3:51pm Raf-1 6 0.29 0.10 19.43 3.52 2.77 20.00 11.82 -18.17 26.43 Raf-1 7 0.21 0.07 19.43 -3.25 2.56 20.00 10.51 -16.15 28.59 Raf-1 8 0.47 0.16 28.40 0.55 0.43 26.67 1.83 -2.81 35.24 Raf-1 9 1.10 0.37 28.72 -0.41 0.32 26.67 1.74 -2.67 35.24 Raf-2 1 0.20 0.07 19.43 3.35 2.64 20.00 -9.93 -15.26 26.43 Raf-2 2 -0.09 -0.03 40.00 -0.51 0.40 26.67 1.51 -2.32 35.24 Raf-2 3 -0.09 -0.03 40.00 -0.51 0.40 26.67 1.51 -2.32 35.24 Raf 2 4 -0.09 -0.03 40.00 -0.51 0.40 26.67 1.51 -2.32 35.24 Raf-2 5 -0.09 -0.03 40.00 -0.51 0.40 26.67 1.51 -2.32 35.24 Raf-2 6 0.21 0.07 19.43 3.24 2.55 20.00 -10.86 -16.68 26.43 Raf-2 7 -0.17 -0.06 30.00 1.99 1.57 20.00 7.13 -10,96 27.49 Raf-2 8 -0.58 -0.20 40.00 0.39 0.31 26.67 -1.16 -1.78 35.24 Raf-2 9 0.51 0.17 25.90 0.44 0.35 26.67 -1.32 -2.02 35.24 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Col-1 1 0.06 0.00 0.00 0.06 Col-1 2 0,01 0.03 0.28 0.29 Col-1 3 0.06 0.03 0.28 0.31 Col-1 4 0.00 0,03 0.28 0.28 Col-1 5 0,00 0,03 0.28 0.28 Col-1 6 0.00 0.03 0.28 0.28 Col 1 7 0,01 0.00 0.00 0.01 Col-1 8 0.03 0.00 0.00 0.03 Col-2 1 0.19 0.00 0,00 0.19 Col-2 2 0.09 0.07 0.86 0.91 Col-2 3 0.04 0.07 0,86 0.88 Col-2 4 0.01 0.07 0.86 0.86 Col-2 5 0.01 0.07 0.86 0,86 Col-2 6 0.01 0.07 0.86 0.86 Col-2 7 0.04 0.00 0.00 0,04 Col-2 8 0.02 0.00 0.00 0,02 Col-3 1 0.07 0.00 0.00 0.07 Col-3 2 0.02 0.03 0.33 0,34 Col-3 3 0.02 0.03 0.33 0.34 Col-3 4 0.00 0.03 0.33 0.33 Page 119 Of 130 Job NO 2368 i modify Customer CLEVELAND CONSTRUCTION ! Date 8/27/20~3 DescriptiO~ ~TiLi~Y OIL HANDLING BLDG. I Designed B~ KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC, i Checked By 2368 Column & Rafter Design 8/22/03 3:5ipm Col-3 5 0.00 0.03 0.33 0.33 Col-3 6 0.00 0.03 0.33 0.33 Col-3 7 0.01 0.00 0.00 0.01 Col 3 8 0.01 0.00 0.00 0.01 Raf 1 1 0.01 0.15 0.83 0.83 Raf-1 2 0.00 0.02 0.09 0.09 Raf 1 3 0.00 0.02 0.09 0.09 Raf-1 4 0.00 0.02 0.09 0.09 Raf-1 5 0.00 0.02 0.09 0.09 Raf-1 6 0.01 0.14 0.69 0.69 Raf-1 7 0.00 0.13 0.56 0.56 Raf-1 8 0.01 0.02 0.08 0.08 Raf-1 9 0.01 0.01 0.08 0.08 Raf-2 1 0.00 0.13 0.58 0.58 Raf-2 2 0.00 0.02 0.07 0.07 Raf-2 3 0.00 0.02 0.07 0.07 Raf-2 4 0.00 0.02 0.07 0.07 Raf-2 5 0.00 0.02 0.07 0.07 Raf-2 6 0.00 0.13 0.63 0.63 Raf-2 7 0.00 0.08 0.40 0.40 Raf 2 8 0.00 0.01 0.05 0.05 Raf-2 9 0.01 0.01 0.06 0.06 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k) Id Id Calc Allow Horz(OP) Vert Horz{IP) Col-1 1 0.00 2.54 0.00 2.26 0.00 Col 1 2 0.31 2.54 0.88 -1.91 2.48 Col-1 3 0.31 2.54 0.88 3.46 0.00 Col-1 4 -0.31 2.54 -0.88 -0.13 0.00 Col 1 5 0.31 2.54 0.88 -0.13 0.00 Col-1 6 0.31 2.54 0.88 -0.13 0.00 Col-1 7 0.00 2.54 0.00 -0.71 1.09 Col 1 8 0.00 2.54 0.00 1.70 0.00 Col-2 1 0.00 2.74 0.00 7.53 0.00 Col 2 2 1.08 2.74 2.48 5.00 0.00 Col-2 3 1.08 2.74 2.48 -0.37 2.48 Page 120 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/27/2~03 De~criptio~ U~ OIL HANDLING BLDG. 6~Si~ed B~[ KUNMING GWO HCI STEEL BUILDING ...... SYSTEMS, INC. I Checked By 2368 Column & Rafter Design 8/22/03 3:51pm Col-2 4 -1.08 2.74 -2.48 -0.89 0.00 Col-2 5 1.08 2.74 2.48 -0.89 0.00 Col-2 6 1,08 2.74 2,48 -0.89 0.00 Col-2 7 0.00 2.74 0.00 2.30 0.00 Col-2 8 0.00 2.74 0.00 -0.15 1.09 Col-3 1 0.00 2.54 0.00 2.82 0.00 Col-3 2 0.36 2.54 1.02 0.94 0.00 Col-3 3 0.36 2,54 1.02 0.94 0.00 Col-3 4 0.36 2.54 -1.02 -0.21 0.00 Col-3 5 0.36 2.54 1.02 -0.21 0.00 Col-3 6 0.36 2.54 1.02 -0.21 0.00 Col-3 7 0.00 2.54 0.00 0.50 0.00 Col-3 8 0.00 2.54 0.00 0.54 0.00 Raf-1 i -0.21 1.85 Raf-1 2 0.03 2.47 Raf 1 3 0.03 2.47 Raf-1 4 0.03 2.47 Raf-1 5 0.03 2.47 Raf-1 6 -0.1I 2.15 Raf-1 7 -0.36 1.85 Raf-1 8 0.03 2.47 Raf-1 9 -0.02 2.47 Raf-2 1 -0.69 2.15 Raf 2 2 0.10 2.87 Raf-2 3 0.10 2.87 Raf 2 4 0.10 2.87 Raf-2 5 0.10 2.87 Raf-2 6 -0.81 2.15 Raf-2 7 -0.27 2.15 Raf-2 8 -0.08 2.87 Raf-2 9 -0.09 2.87 2368 Column Actions & Unbraced Lengths 8/22/03 3:51pm LOAD COMBINATION ~ 1 Page 121 Of 130 Job No 2368 , modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description GW0 UTILITY OIL HANDLING BLDG. Designed By HCI STEEL BUILDING SYSTEMS. INC. ' ............ ~ ' Checked By ' 2368 Column Actions & Unbraced Lengths 8/22/03 3:51pm ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 2.26 0.00 0.00 19.1 7.3 1 9.53 2.26 0.00 0.00 19.1 7.3 1 19.05 2.26 0.00 0.00 19.1 7.3 2 0.00 7.53 0.00 0.00 20.5 7.3 2 10.27 7.53 0.00 0.00 20.5 7.3 2 20.54 7.53 0.00 0.00 20.5 7.3 3 0.00 2.82 0.00 0.00 19.1 7.3 3 9.53 2.82 0.00 0.00 19.1 7.3 3 19.05 2.82 0.00 0.00 19.1 7.3 LOAD COMBINATION % 2 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 0.78 -0.88 0.00 19.1 7.3 1 9.53 0.78 0.00 4.20 19.1 7.3 1 19.05 0.78 0.88 0.00 19.1 7.3 2 0.00 5.00 -2.48 0.00 20.5 7.3 2 10.27 5.00 0.00 12.74 20.5 7.3 2 20.54 5.00 2.48 0.00 20.5 7.3 3 0.00 0.94 -1.02 0.00 19.1 7.3 3 9.53 0.94 0.00 4.88 19.1 7.3 3 19.05 0.94 1.02 0.00 19.1 7.3 LOAD COMBINATION # 3 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 3.46 -0.88 0.00 19.1 7.3 1 9.53 3.46 0.00 4.20 19.1 7.3 Page 122 Of 130 Job No 2368 modify Customer C~kVE~ND CONSTRUCT~0N Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. i Designed By ~NMING GWO HCI STEEL BUILDING ~ .......... i SYSTEMS, INC. Checked By 2368 Column Actions & Unbraced Lengths 8/22/03 3:51pm 1 19.05 3.46 0.88 0.00 19.1 7.3 2 0.00 2.32 -2.48 0.00 20.5 7.3 2 10.27 2.32 0.00 12.74 20.5 7.3 2 20.54 2.32 2.48 0.00 20.5 7.3 3 0.00 0.94 -1.02 0.00 19.1 7.3 3 9.53 0.94 0.00 4.88 19.1 7.3 3 19.05 0.94 1.02 8.00 19.1 7.3 LOAD COMBINATION # 4 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 -0.13 0.88 0.00 19.1 7.3 1 9.53 -0.13 0.00 -4.20 19.1 7.3 1 19.05 -0.13 -0.88 0.00 19.1 7.3 2 0.00 -0.89 2.48 0.00 20.5 7.3 2 10.27 -0.89 0.00 -12.74 20.5 7.3 2 20.54 -0.89 -2.48 0.80 20.5 7.3 3 0.00 -0.21 1.02 0.00 19.1 7.3 3 9.53 -0.21 0.00 -4.88 19.1 7.3 3 19.05 -0.21 -1.02 0.00 19.1 7.3 LOAD COMBINATION # 5 ........ Actions ....... Unbraced Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 -0.13 -0.88 0.00 19.1 7.3 1 9.53 -0.13 0.00 4.20 19.1 7.3 1 19.05 -0.13 0.88 0.00 19.1 7.3 2 0.00 -0.89 -2.48 0.00 20.5 7.3 2 10.27 -0.89 0.00 12.74 20.5 7.3 2 20.54 -0.89 2.48 0.00 20.5 7.3 3 0.00 -0.21 -1.02 0.00 19.1 7.3 3 9.53 -0.21 0.00 4.88 19.1 7.3 Page 123 Of 130 Job No 2368 modify customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description UTILITY OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING ; ............... - SYSTEMS. INC. Checked By 2368 Column Actions & Unbraced Lengths 8/22/03 3:51pm 3 19.05 -0.21 1.02 0.00 19.1 7.3 LOAD COMBINATION % 6 ........ Actions ....... Unbraced_Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 -0.13 -0.88 0.00 19.1 7.3 1 9.53 -0.13 0.00 4.20 19.1 7.3 1 19.05 -0.13 0.88 0.00 19.1 7.3 2 0.00 -0.89 -2.48 0.00 20.5 7.3 2 10.27 -0.89 0.00 12.74 20.5 7.3 2 20.54 -0.89 2.48 0.00 20.5 7.3 3 0.00 -0.21 -1.02 0.00 19.1 7.3 3 9.53 -0.21 0.00 4,88 19.1 7.3 3 19.05 -0.21 1.02 0.00 19.1 7.3 LOAD COMBINATION # 7 ........ Actions ....... Unbraced Length Col Base Axial Shear Moment Major Minor Id Offset k k f-k ft ft 1 0.00 0.47 0.00 0.00 19.1 7.3 1 9.53 0.47 0.00 0.00 19.i 7.3 1 19.05 0.47 0.00 0.00 19.1 7.3 2 0.00 2.30 0.00 0.00 20.5 7.3 2 10.27 2.30 0.00 0.00 20.5 7.3 2 20.54 2.30 0.00 0.00 20.5 7.3 3 0.00 0.50 0.00 0.00 19.1 7.3 3 9.53 0.50 0.00 0.00 19.1 7.3 3 19.05 0.50 0.00 0.00 19.1 7.3 LOAD COMBINATION # 8 ........ Actions ....... Unbraced Length Page 124 Of 130 Job NO 2368 modify Customer' CLEVELAND CONSTRUCTION Date 8/27/2003 Descripti°ni UTILITY OIL HANDLING BLDG. Designed B~ KU~M[~ Swo HCI STEEL BUILDING 2368 Rafter Splice Report 8/22/03 3:51pm Splice -Surface- --Plate ...... Design_Load ....... Bolts(A325 ) .... Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 M 3 0.0 6.0 0.500 1 0.3 3.4 8.9 2 0.750 4.00 3.00 2 0.1 0.5 -1.4 2 0.750 4.00 3.00 2368 Base Plate & Anchor Bolt Design 8/22/03 3:51pm Column Base Max Reactions(k ) --Plate Size{in)-- -Bolts(A307 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 7.9 2.6 -1.4 2.0 6.0 7.9 0.375 2 0.750 3.50 Col-2 7.9 7.5 -0.7 2.6 6.0 7.9 0.375 2 0.750 3.50 Col 3 7.9 2.8 0.2 0.8 6.0 7.9 0.375 2 0.750 3.50 Page 125 Of 130 Job No ~ 2368 modify Customer~ ~L~EL~MD ~SNS~RUcTiON ' Date ~ 8/27/2003 Descr[ptionl UTILITY OIL HANDLING BLDG. ' Designed B~ KUN~ ~ HCI STEEL BUILDING ...................., SYSTEMS, INC, Checked By 2368 Bypass Girt Design Report 8/22/03 3:51pm 2368 Bypass Girt Design Report 8/22/03 3:51pm GIRT ~ 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z25Ui6 17.83 0.88 7.3333 0 51.6 2 8Z25U16 20.83 0.88 7.3333 0 59.9 111.6 WIND PRESSURE : GIRT ANALYSIS: ....... SHEAR(k ) ...................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.42 -0.71 -0.77 0.00 -1.30 6.25 2.52 3.17 2 0.85 0.79 0.54 3.17 2.46 -2.21 12.70 0.00 STRESS /DEFLECTION: Span ...... SHEAR(k ) .......... MOMENT{f-k } .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC LOC Calc Allow UC Loc UC Calc Allow 1 RL -0.71 3.08 0.23 RL 2.52 5.77 0.44 RL 0.21 -0.20 2.38 2 LL 0.79 3.08 0.26 LL 2.46 5.77 0.43 LL 0.20 -0.62 2.78 Page 126 Of 130 Job No 2368 modify Customer cLEVELA~ CONSTRUCTION ~Da~ i 8/27/2003 Descripti°n~ UTILITY OIL HANDLING BLDG. ~ ~ign~d B~ KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC. : Checked By [ 2368 Bypass Girt Design Report 8/22/03 3:51pm UNBRACE LENGTHS Bay .......... Minor ........... Id Major LS LL MS RL RS 1 17.8 0.0 0.0 0.0 4,5 0.9 2 20.8 0.9 3.7 0.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: ......... SHEAR(k ) ..................... MOMENT(f-k ) .............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom LOC Lap Sup 1 -0.42 0.71 0.77 0.00 1.30 6.25 -2.52 -3.17 2 -0.85 -0.79 0.54 -3.17 -2.46 2.21 12.70 0.00 STRESS /DEFLECTION: Span ..... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id LOC Calc Allow UC Loc Calc Allow DC LOC UC Calc Allow 1 RL 0.71 3.08 0.23 RL -2.52 5.77 0.44 RL 0.21 0,20 2.38 2 LL 0.79 3,08 0.26 MS 2.21 4.04 0.55 LL 0.20 0.62 2.78 DNBRACE LENGTHS Bay ......... Minor Id Major LS LL MS RL RS 1 17,8 12.5 12.5 12,5 0.0 0.0 Page 127 Of 130 Job No 2368 ! modify Customer cLEVELaND CONs~R~0N Date - 8/27/2003 D~scription i UTILITY OIL HANDLING BLDG. ! Designed B~ KUNMiN~ GWO HCI STEEL BUILDING SYSTEMS. IN(D, ~cked By 2 20.8 0.0 0.0 16.3 16.3 16.3 2368 Bypass Girt Design Report 8/22/03 3:51pm GIRT # 2 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay Lap Dist{ft) Girt No. Girt Id Size Width Left Right Location Brace Weight 1 8Z25U16 17.83 0.88 13.3333 0 51.6 2 8Z25U16 20.83 0.88 13.3333 0 59.9 111.6 WIND PRESSURE : GIRT ANALYSIS: ...... SHEAR(k ) ..................... MOMENT(f-k ) ............. Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.41 -0.70 0.76 0.00 -1.28 6.24 2.49 3.13 2 0.84 0.78 -0.54 3.13 2.42 -2.18 12.70 0.00 STRESS /DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow Page 128 Of 130 Job No 2368 modify Customer CLEVELAND CONSTRUCTION Date 8/27/2003 Description UTILITY OIL HANDLING BLDGi Designed B~ KUNMING GWO HCI STEEL BUILDING ' ........... Checked By SYSTEMS, INC. 2368 Bypass Girt Design Report 8/22/03 3:51pm 1 RL 0.70 3.08 0.23 RL 2.49 5.77 0.43 RL 0.20 -0.19 2.38 2 LL 0.78 3.08 0.25 LL 2.42 5.77 0.42 LL 0.20 -0.61 2.78 UNBRACE LENGTHS Bay ............ Minor Id Major LS LL MS RL RS 1 17.8 0.0 0.0 0.0 4.5 0.9 2 20.8 0.9 3.7 0.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: ...... SHEAR(k ) ...................... MOMENT(f-k ) Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.41 0.70 0.76 0.00 1.28 6.24 -2.49 -3.13 2 -0.84 -0.78 0.54 -3.13 -2.42 2.18 12.70 0.00 STRESS /DEFLECTION: Span ...... SHEAR(k ) ........... MOMENT(f-k ) .... Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.70 3.08 0.23 RL -2.49 5.77 0.43 RL 0.20 0.19 2.38 2 LL -0.78 3.08 0.25 MS 2.18 4.04 0.54 LL 0.20 0.61 2.78 UNBRACE LENGTHS Bay ............ Minor ............ Id Major LS LL MS RL RS Page 129 Of 130 Job No 2368 modify customerI CLeveLaND ~NSTRucTION ,i Date ' ~/27/2005 Descripti0~ ~ OIL HANDLING BLDG. Designed By KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC. c~ecked 2368 Bypass Girt Design Report 8/22/03 3:51pm 1 17.8 12.5 12.5 12.5 0.0 0.0 2 20.8 0.0 0.0 16.3 16.3 16.3 2368 Endwall Diagonal Bracing Summary 8/22/03 3:51pm PANEL SHEAR WITH NO BRACING: Panel Shear (Allow) = 75.0 Panel Shear (Calc) = 62.0 CABLE BRACING REQUIRED: Bay Level - -Diag_Brace .... Diag_Force(k ) Brace_Tension(k ) Id Height Type Size Part Wind Seismic Calc Allow 1 19.70 R 0.500 RODS00 3.62 1.59 3.62 4.93 COLUMN BASE REACTIONS: Bay Col Max Max Id Id Horz Vert(+/-) 1 1 -2.48 2.64 1 2 2.48 2.64 2368 Wall Panel Report 8/22/03 3:51pm PANEL DATA: Bay= 1 Panel: HHR 26 , Type = HR ; Gage = 26.00 ; Yield = 50.0 MOMENTS & DEFLECTION: Page 130 Of 130 Job NO 2368 modify ~ustom~r ~LEVE~AND ~S~RUCTi0~ Date 8/27/20~ Description' ~TILITY OIL HANDLING BLDG. Designed ByI KUNMING GWO HCI STEEL BUILDING SYSTEMS, INC. ' ........ ~ ; che~ed 2368 Wall Panel Report 8/22/03 3:51pm ......... Moment (ft-lb/ft) ......... Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 7.33 WP 63.0 153.1 0.41 -60.7 138.8 0.44 -0.42 0.98 0.43 WS -63.0 138.8 0.45 60.7 153.1 0.40 0.42 0.98 0.43 2 6.00 WP 63.0 153.1 0.41 0.8 153.1 0.01 0.07 0.80 0.09 WS -63.0 138.8 0.45 -0.8 138.8 0.01 -0.07 0.80 0.09 3 7.10 WP 58.4 153.1 0.38 -57.2 138.8 0.41 -0.38 0.95 0.40 WS -58.4 138.8 0.42 57.2 153.1 0.37 0.38 0.95 0.40 2368 Endwall Design Warning Report 8/22/03 3:51pm .. No Warnings 2368 Endwall Weight Summary 8/22/03 3:51pm FORCED SPACING: Total Column Weight 586.42 Total Rafter Weight 401.39 Total Girt Weight 222.95 Total Door Jan~ Weight 0.00 Total Bracing Weight 36.31 Total Clips Weight 13.20 Total Endwall Weight 1260.26 ADDITIONAL CALCULATIONS PROJECT: UTILITY OIL HANDLING BLDG. JOB NO: 2368 CUSTOMER: CLEVELAND CONSTRUCTION LOCATION: PORT ANGELES, WA DATE: 8/27/2003 SEISMIC LOAD CALCULATIONS PER 1997 UBC DATE: [ 8/27120031 JOB NO: 12368 PROJECT: I UTILITY OIL HANDLING BLDG. CUSTOMER: CLEVELAND CONSTRUCTION LOCATION: PORT ANGELES WA General Description: This program calculates the Seismic Loads for Rigid Frames and Braced Frames. It follows equations in 1997 UBC Seismic Design. Input Data: Input items are shown bold red & italic blue. Items in blue may change for each project. A description of the input item is located to the right of the box, or see UBC for definitions of specific terms. Output Interpretation: The resulting graphic output shows the loads to the rigid frames and braced frames. BUILDING GEOMETRY: Total Building Wei~lht SPAN 40,..~_~ ff. Item Area,st pst Wt., kips LENGTH 60.~ ff. ~oot 2400.00 4.6 11.04 BAY 20.__~ ff. =font Sidewall 600.00 2.0 1.20 LAVE HEIGHT .~ff. ~ack Sidewall 600.00 2.0 1.20 ROOF SLOPE 1 I: 12 _e~t Endwall 416.67 2.0 0.83 EWAVE. LAVE HEIGHT 20.83 ft. ~ight Endwall 416.67 2.0 0.83 DESIGN LOADS: ~,dditlonal Seismic Weight: Cranes, etc 0.00 SNOW LOAD = 25.0 pst W= 15.11 kips 25% SNOW LOAD = 0.0 pst Collateral Load = 0.1 pst Tributary Ri~lid Frame Weic it D Wt. Roof = 4.5 pst Item Area,st pst Wt., kips D V~ Front Sidewall = 2.0 pst ~oot 800.00 4.6 368 D W~ Back Sidewall = 2.0 pst :ront Sidewall 200.00 2.0 0 40 D V~ Left Endwall = 2.0 pst 3ack Sidewall 200.00 2.0 0.40 D Wt Right Endwall = 2.0 pst ~,ddilional Seismic Weight: Cranes, etc 0.00 ROOF EXTENSION GEOMETRY: W= 4.48 kips Front Sidewall Proj. = 0 ft. Back Sidewall Proj =00 0 ft. Left Gable Proj = ft. Right Gable Proj = ft. SEISMIC DESIGN COEFFICIENTS AND INFORMATION: ~o= 2.8~ RIGID FRAME 3 = Number of bays ~= 2.2~ BRACING I = Number of braced bays per sidewall ['7~= 2.8~.~__~ PORTALS 0 = Number of PORTALS per sidewall Zone = 3 ~o= 2.0~.~WEAK AXIS 0 = Number of WEAK AXIS colums per sidewall I = 1.00 Do=J2~.0 ~FIXED BASE 0 = Number of F XED BASE co umns per s dewall Ca = 0.36 R = 4.5 RIGID FRAME R = 5.6 BRACING R = 4.5 PORTALS R = 2.2 WEAK AXIS R = 2.2 FIXED BASE DESIGN BASE SHEAR FORMULA: V =(2.5*Ca*~/R)*W = 0.200 *W (RIGID FRAME) 0.161 *W (SIDEWALL ROD BRACING) 0.200 *W (SIDEWALL PORTAl FRAMES) 0.409 *W (SIDEWALL WEAK AXIS COLUMN BENDING) 0.409 *W (SIDEWALL FIXED BASE COLUMN) SPECIAL CALCS-seismic 3 Page 1 of 1 8/27/2003 SEISMIC LOAD CALCULATIONS PER 1997 UBC DATE: [ 8/27/2003] JOB NO: 23.~68 PROJECT: UTILITY OIL HANDLING BLDG. CUSTOMER: CLEVELAND CONSTRUCTION LOCATION: PORT ANGELES, WA SEISMIC LOADS TO RIGID FRAME 0.32 kips 0.32 kips Extra CoIL Load= 0 kips · ~ · Total W = 4.48 kips [ V = (2.5*Ca*[/R)*W = 0.90 kips Riqid Frame FREACTiONs = p'VI1.4 = 0.64 kips r(max) = 0.50 =ri.00 lp(max) = 1.5 (or t.0 in zones o, 1 & 2) P Note to Design Engineer: Value of 0.32 to match the value listed as Seismic Load on Line 17 of MBS RfDes.in file. Note to Design Engineer: Seismic end plate connection moment is calculated using ~o times base shear per UBC clause 22136 item 2. SEISMIC LOADS TO ROD BRACING (in the sidewall) Ri~iht Endwall Total W = 19.11 kips V = (2.5*Ca'I/R)*W = 2.43 kips FDESlGN ---- [~o*V = 5.34 kips FRF~CTiONs = p'VI1.4 = 2.05 kips Back Side',~ roof plan :font Sidewall ~o= 2.2 r(max) = 0.90 p --11.t9 Ip(max) =1.5 (or t.0 in Zones O, 1 & 2) Left Load per sidewall braced bay = 2.67 kips 0.5 FDESiGN = 2.67Tkips 2.67Tkips Note to Design Engineer: Value of 2,67 to match value listed as Seismic Maximum Horizontal Base Reaction in Sidewall Diagonal Bracing Report in RoofDes.out file. If the value does not match, the design engineer must scale the value listed as Seismic Coef on Line 33 of MBS RoofDes.in file. SIDEWALL BRACED BAY GEOMETRY ---Seismic--- BAY 20.001Jr. Horiz Vert EAVE HEIGHT 20.001 ft. 2.05 1.82 ROOF SLOPE 1 I: 12 PURLIN DEPTH 8 lin. GIRT WIDTH 8 lin. ROD ANGLE 0 = 48.30 SPECIAL CALCS-seismic 3 Page 1 of I 8/27/2003 ANTI-ROLL I PURLIN STRUT BRACKET DESIGN DATE: I 8/27120031 JOB NO: 2368 PROJECT: UTILITY OIL HANDLING BLDG CUSTOMER: CLEVELAND CONSTRUCTION LOCATION: PORT ANGELES~ WA General Description: This program evaluates the capacity of the Combined Anti-Roll / Strut Purlin Bracket for interaction of both forces, per the UBC 97. input Data: Input items are shown bold red & italic blue. Items in blue may change for each project. A description of the input item is located to the right of the box. Output Interpretation: Bracket and bolt capacities are checked, BUILDING GEOMETRY: d = 8 ;in. Purlin depth, in. b = 2.5 in. Purlin Flange Width, in. L = 20 ft. Bay spacing, ft. s = 4.78 ft. Purlin spacing, ft, tl = 0.0588 in. Purlin thickness in the exterior bay t2 = 0.0588 in. Purlin thickness in the interior bay np = 4 Number of lines between clips Slope = 1:12 Roof Slope expressed in rise in 12 run Angle = 4.76 deg Roof Slope in degrees Gauqe Equivalents: I 16 Ga. = 0.0588 in. DESIGN LOADS: 14 Ga. = 0.0725 in. LL= 25 psf Roofliveload 12Ga. = 0.1030in. SL= 0 psf Roof snow load 10Ga. = 0.1341 in. COL = 0. 1 psf Roof collateral load DL = 2.5 psf Roof dead load WL = '/'/. 1 psf Roof wind uplift WL^x~^L= 3.02 kips Purlin strut wind axial load EQ^x~^L = 1 kips Purlin strut seismic axial load EQmAx~^L = 2.26 kips Purlin strut special seismic axial load Based on the following calculation pages: Rigid Frame Bracket to be used: AR-38 EW Bearing Frame Bracket to be used: AR-48 UBC-ARStrutClip Page I of 1 8/27/2003 ANTI-ROLL FORCE CALCULATION (per AISI Section D3.2.1) DATE: [ 8127120031 JOB NO: Load Calculations W = Total load supported by the purlins lines between adjacent supports (lb) W -- (Load Combination)*L*np*s Gravity Load Combinations: W1 = (DL + CL + LL) = 10554.24 lbs. W2 = (DL + CL + SL) = 994.24 lbs. W3 = (DL + CL +SL/2)= 994.24 lbs. W4=(1.2(DL+CL)+LL/2) 5973.088 lbs. WS--(1.2(DL+CL)+SL/2) 1193.088 lbs. W = 10554.24 lbs. Controls Wind Load Combination (WL - DL) W = -3288.64 lbs. Roll Force Calculation Multiple-Span System with Restraints at the Supports based on AISI SECTION D3.2.1 0'05361 '88 L0'13 I (Eq. I).3.2.1-5) PL = Ctr/ nO?Sdl.07to.94 cos0 -sin 0 W L Gravity Gravity Gravity Uplift Gravity Gravity Load 1 Load 2 Load 3 Load Load 4 Load 5 braces at end supports PL (lb) 1113.6 104.9 104.9 -347.0 630.2 125.9 braces at s~. PL (lb) 1 mt. support 841.3 144.9 144.9 -479.2 870.3 173.8 for all other braces PL (b) 1431.8 134.9 134.9 -446.1 810.3 161.9 Check Diaphraem Stren~,th Ultimate Shear Strength of Diaphragm (See Test Report) 269.7 Ib/fi Shear Stiffness of Diaphram (See Test Reports) 3694.6 lb/in Length of Diaphragm 20 fl Width of Diaphragm 19.12 pt Factor of Safety ~d = 2.45 Allowable Shear Strength 110.1 Ib/ft Required Shear Strength along exterior support 58.2 lb/pt OK Shear Loading in the exterior bay 111.4 lb/pt Required Shear Stiffness in the exterior bay 436.8 lb/in OK (Based on L/360 Deflection limit) Factor of Safety ~d = 2.45 Allowable Shear Strength 110.1 lb/ft Required Shear Strength along interior supports 22.0 lb/pt OK Shear Loading in interior bays 42.1 lb/pt Required Shear Stiffness in interior bays 165.0 lb/in OK (Based on L/360 Deflection limit) UBC-ARStrutClip Page 1 of 2 8/27/2003 ANTI-ROLL / PURLIN STRUT BRACKET DESIGN D^TE: I 8 27 20031 JOB.O: t2368 RIGID FRAME RAFTER FLANGE BOLT ANALYSIS Inputs Rafter Flange Bolt Options Purlin Depth ~i!. Rigid Frame Bay Spacing Option I: 4 - 1/2" dia. A-325 Bolts in Rafter Flange. Purlin Spacing # of A325 bolts in Roll Clip Option 2: 6 - 1/2" dia. A-325 Bolts in Rafter Flange. Bolt Diameter: 0.751 in. Bolt gage on Rafter Fig. d. alin. Option 3: 4 - 3/4" dia. A-325 bolts in Rafter Flange. Bolt couple pitch on Bracket ~in. Nominal area of bolt in2 DESIGN EQUATIONS FOR BOLT iNTERACTION P.OLL = Purlin Roll Force My = PAx,^L * (3" + bolt couple pitch/2) * (bolt couple P^×,^L = From input design loads pitch/2) MROLL = P.oLL*Purlin Depth Mx = PAX~AL * (3" + bolt couple pitch/2) * (bolt gage/2) M^x~A~ = P^×,^L*(Purlin Depth/2) :gx2 = # bolts * (bolt gage/2)2 ~:y2 = 4 (bolts) * (bolt couple pitch/2)2 RF Bolt Shear = [[(P.oLL/# bolts) + (M~/(~'x2 + ~.y2))]2 + [(PAx~^L/# bolts) + (Mx/(~X2 + ~:y2))]2]u2 RF Bolt Tension = M~o,~/pitch/(# bolts/2) + MA×,A~/gage/((# bolts/2)+1) + (WL*L*s)/(4 bolts) as required in combs. 3,5,6 Bolt fy = RF Bolt SheadNominal Area of Bolt Bolt f~ = RF Bolt Tension/Nominal Area of Bolt F~ = From interaction eqs. in Table d3.3 of AISC ASD 9th Ed. Summary of Forces for Bolt Interaction - for URC 97 Alternate Basic Load Combinations P"OLL P^×~AL M.OL~ MAXTAL RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combinatior Shear Tension fv Fv Unity f~ F~ Unity (kips) (kips) (kip-in.)(kip-in.)(kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check 1.43 0.00 11.45 0.00 0.36 191 0.81 21.0 0.039 4.32 43.97 0.098 DL+LL 0.14 0.00 1.16 0.00 0.04 0.19 0.08 21.0 0.004 0.44 44.00 0.010 DL+SL 1.43 3.02 11.45 12.08 2.26 3.32 5.12 28.0 0.183 753 43.26 0.t74 DL+LL+WL^x~A~ 1.43 1.00 11.45 4.00 0.92 2.29 2.09 28.0 0.075 5.18 43.88 0.118 DL+LL+EQAx~AL 0.14 3.02 1.16 12.08 2.07 1.61 4.68 28.0 0.167 3.64 43.38 0.084 DL+SL/2+WLAx,~L 0.14 1.51 1.16 6.04 1.04 0.90 2.36 28.0 0.084 2.04 43.84 0.047 DL+SL+WL~x~AL/2 1.43 1.00 11.45 4.00 0.92 2.29 2.09 28.0 0.075 5.18 4388 0.118 DL+LL+EQ^x~^L 0.14 1.00 1.16 4.00 0.70 0.57 1.58 28.0 0.056 1.30 43.93 0.030 DL+SL+EQAx~AL Summary of Forces for Bolt Interaction - for UBC 97 Special Seismic Load Combinations P.OL~ PAX,AL M,OLL MAX~^L RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination Shear Tension fv Fv Unity f~ F~ Unity (kips) (kips) (kip-in.)(kip-in.)(kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check 0.87 2.26 6.96 9.04 1.66 2,02 3.76 35.7 0.105 4.58 43.76 0.105 1.2BL+0.5LL+EQmAxl^~ 0.17 2.26 1.39 9.04 1.56 1.09 3.52 35.7 0.099 2.47 43.79 0.056 1.2 DL+0.5SL+ EQc,^X~A~ Rigid Frame Bracket Page 1 of 4 8/27/2003 ANTI-ROLL / PURLIN STRUT BRACKET DESIGN 8 27 20031 JoB.o: [2368 ] RIGID FRAME PURLIN STRUT AXIAL BOLT ANALYSIS Inputs Purlin Strut Bolt Options: Purlin Strut member thickness: 0.05881in. Ultimate stress of Purlin Strut:'~'601ksi Option 1:2 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2" dia. A-325 bolts in purlin strut flange to rafter. Option 2:4 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2" dia. A-325 bolts in purlin strut flange to rafter. Option 3:4 - 3/4" dia. A-325 bolts in purlin strut web to clip and 2 - 3/4" dia. A-325 bolts in purlin strut flange to rafter. DESIGN EQUATIONS FOR BEARING & SHEAR P^x,^L = From input design loads Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 4/3 * # of bolts (Reg. Wind/Seismic Loads) Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 1.7 * # of bolts (Special Seismic Loads) Bolt fy = Bolt shear / Nominal area of bolt Bolt Fy = Bolt shear strength * allowable increase ( 4/3 for Reg. Wind/Seismic; 1.7 for Special Seismic) BearinR Calculations Wind / Seismic Special Seismic Bolt P^X~^L Bearing Unity P^X~^L Bearing Resist. Unity Max. Bolt # of Dia. Resist. Unity Result Option Bolts (in.) (kips) (kips) Check: (kips) (kips) Check Check 1 4 0.5 3.02 9.41 Q32 2.26 11.995 0.19 0.32 OK 2 6 0.5 3.02 14.11 0.21 2.26 17.993 0.13 0.2'1 OK 3 6 0.75 3.02 21.17 0.14 2.26 26.989 0.08 0.14 OK Shear Calculations Wind / Seismic Special Seismic Bolt Max. Clip # of Dia. P,oR~z Bolt fy Bolt Fv Unity PROR~Z Bolt fy Bolt Fy Unity Unity Result Option Bolts (in.) (kips) (ksi) (ksi) Check (kips) (ksi) (ksi) Check Check 1 4 0.5 3.02 3.85 28.00 0.1373 2.26 2.88 35.70 0.08 0.14 OK 2 6 0.5 3.02 2.56 28.00 Q0916 2.26 1.92 35.70 0.05 0.09 OK 3 6 0.75 3.02 1.14 28.00 0.0407 2.26 0.85 35.70 0.02 0.04 OK Rigid Frame Bracket Page 2 of 4 8/27/2003 ANTI-ROLL I PURLIN STRUT BRACKET DESIGN DATE: I 8 27 2003t JO" NO= 12368 I R.F. PURLIN STRUT BRACKET PLATE BENDING ANALYSIS Inputs Purlin Strut member Depth:[ 8_.lin. Purlin Strut member Thickness:[ O. 0588Jin. Applied Load, P: Wind / Seismic: [ 3.02]kips GOVERNS Regular Special Seismic:L 2.26Jkips Section Properties Purlin Bracket Dimensions Area Yield Sxtop Sxbot SyLeft SyRight y ex Depth a b t (in.) (in.) (in.) (in.) (in=) (ksi) (in3) (in3) (in3) (in3) x (in.) (in.) (in.) 8 7.25 7 0.25 3.43 55 9.15 3.28 9.32 3.49 1.98 1.85 2.02 9 7.75 7 0.25 3.56 55 9.66 3.31 10.18 3.96 2.17 1.79 2.33 10 8.25 7 0.25 3.68 55 10.17 3.34 11.07 4.45 2.37 1.73 2.63 11 8.75 7 0.25 3.81 55 10.67 3.37 11.97 4.97 2~57 1.68 2.93 12 9.25 7 0.25 3.93 55 11.18 3.39 12.89 5.52 2.77 1.63 3.23 14 10.25 7 0.25 4.18 55 12.17 3.43 14.80 6.69 3.19 1.54 3.81 8 7.25 10 0.25 4.18 55 14.70 6.42 12.48 3.66 1.64 3.04 2.36 9 7.75 10 0.25 4.31 55 15.47 6.49 13.61 4.16 1.81 2.96 2.69 10 8.25 10 0.25 4.43 55 16.24 6.56 14.76 4.68 1.99 2.88 3.01 11 8.75 10 0.25 4.56 55 17.01 6,62 15.92 5.24 2.17 2.80 3.33 12 9.25 10 0.25 4.68 55 17.77 6.67 17.10 5.82 2.35 2.73 3.65 14 10.25 10 0.25 4.93 55 19.30 6.77 19.53 7.07 2.72 2.60 4.28 8 7.25 7 0.375 5.09 55 12.99 4.83 13.26 5.14 2.03 1.90 1.97 9 7.75 7 0.375 5.28 55 13.71 4.88 14.54 5.84 2.22 1.84 2.28 10 8.25 7 0.375 5.47 55 14.42 4.92 15.85 6.57 2.42 1.78 2.58 11 8.75 7 0.375 5.66 55 15.13 4.96 17.19 7.35 2.62 1.73 2.88 12 9.25 7 0.375 5.84 55 15,84 4.99 18.56 8.16 2.82 1.68 3.18 14 10.25 7 0.375 6.22 55 17.23 5.06 21.40 9.90 3.24 1.59 3.76 8 7.25 10 0.375 6.22 55 21.23 9~51 17.71 5.40 1.69 3.09 2.31 9 7.75 10 0.375 6.41 55 22.35 9.61 19.39 6.14 1.86 3.01 2.64 10 8.25 10 0.375 6.59 55 23.45 9.71 21.10 6.92 2.04 2.93 2,96 11 8.75 10 0.375 6.78 55 24.56 9.80 22.84 7.75 2.22 2.85 3.28 12 9.25 10 0.375 6.97 55 25.66 9.88 24.60 8.61 2.40 2.78 3.60 14 10.25 10 0.375 7.34 55 27.85 10.03 28.21 10.47 2.77 2.65 4.23 Rigid Frame Bracket Page 3 of 4 8/27/2003 ANTI-ROLL I PURLIN STRUT BRACKET DESIGN DATE: I S/27/20031 JOB NO= 1236S I PURLIN ANTI-ROLL STRUT BRACKET PLATE BENDING ANALYSIS - CONT'D DESIGN EQUATIONS FOR BIAXlAL BENDING Moment about X-X: Uxx = P * ey Moment about Y-Y: Uyy = P * ex f~ at 'A' = (P/Area) + (Mxx/Sx~op) + (M~/SyR~ght) f~ at 'B' = (P/Area) + (Mxx/Sxbo~) + (M~y/SyLer0 Fb = 0.67 * Yield * allowable increase (4/3 for Reg. Wind/Seismic, 1.7 for Special Seismic) fb at f~ at Unity Unity Max. Purlin Bracket Govern. Uxx Myy Depth b t P 'A' 'B' Check Check Unity Result (in.) (in.) (in.) (kips) (kip-in) (kip-in) iksi/ (ksi/ (ksi) at'A' at'B' Check 8 7 0.25 3.02 5.58 6.12 3.24 3.24 49.13 0.07 0.07 0.07 OK 9 7 0.25 3.02 5.40 7.04 3.19 3.17 49.13 0.06 0.06 0.06 OK 10 7 0.25 3.02 5.23 7.95 3.12 3.10 49.13 0.06 0.06 0.06 OK 11 7 0.25 3.02 5.07 8.85 3.05 3.04 49.13 0.06 0.06 0,06 OK 12 7 0.25 3.02 4.92 9.75 2.97 2.98 49.13 0.06 0.06 0.06 OK 14 7 0.25 3.02 4.65 11.51 2.82 2.85 49.13 0.06 0.06 0,06 OK 8 10 0.25 3.02 9.18 7.12 3.29 2.72 49.13 0.07 0.06 0.07 OK 9 10 0.25 3.02 8.93 8.11 3.23 2.67 49,13 0.07 0.05 0.07 OK 10 10 0.25 3.02 8.69 9.10 3.16 2.62 49.13 0.06 0.05 0.06 OK 11 10 0.25 3,02 8.46 10.07 3.08 2.57 49,13 0.06 0.05 0,06 OK 12 10 0.25 3,02 8.24 11.03 3.00 2.53 49.13 0.06 0.05 0.06 OK 14 10 0.25 3.02 7.84 12.91 2.85 2.43 49.13 0.06 0.05 0,06 OK 8 7 0.375 3.02 5.73 5.96 2.19 2.23 49.13 0.04 0.05 0.05 OK 9 7 0.375 3.02 5.55 6.89 2.16 2.18 49.13 0.04 0,04 0,04 OK 10 7 0.375 3,02 5.38 7.80 2.11 2.14 49.13 0.04 0.04 0.04 OK 11 7 0.375 3.02 5.22 8.70 2.06 2.09 49.13 0.04 0.04 0.04 OK 12 7 0.375 3.02 5.07 9.59 2.01 2.05 49.13 0.04 0.04 0.04 OK 14 7 0.375 3.02 4.80 11.35 1.91 1.96 49.13 0.04 0.04 0,04 OK 8 10 0.375 3.02 9.34 6.97 2.22 1.86 49.13 0.05 0.04 0,05 OK 9 10 0.375 3.02 9.08 7.96 2.18 1.83 49.13 0.04 0.04 0.04 OK 10 10 0.375 3.02 8.84 8.95 2.13 1.79 49.13 0.04 0.04 0,04 OK 11 10 0.375 3.02 8.61 9.92 2.08 1.76 49.13 0.04 0.04 0,04 OK 12 10 0.375 3.02 8.39 10.88 2.02 1.73 49.13 0.04 0.04 0,04 OK 14 10 0.375 3.02 8.00 12.76 1.92 1.66 49.13 0.04 0.03 0,04 OK Rigid Frame Bracket Page 4 of 4 8/27/2003 ANTI-ROLL / PURLIN STRUT BRACKET DESIGN 8127120031 Jo- .0: 12368 I ENDWALL BEARING FRAME RAFTER FLANGE BOLT ANALYSIS Inputs Rafter End Plate Bolt Options Purlin Depth in. End Bay Spacing Ct. Option 1: 4 - 1/2" dia. A-325 Bolts in Rafter Flange Purlin Spacing Ct. # of A325 bolts in Roll Clip Option 2: 4 - 3~4" dia. A-325 Bolts in Rafter Flange Bolt Diameter: in. Bolt gage on Rafter Fig. in. Bolt couple pitch on Bracket 2.5 in. Nominal area of bolt 0.196 in2 Eave Strut Wind Axial Load ~kips Note: Axial loads in eave strut may not be as high in end bay Eave Strut Seismic Axial Load [.___~kips as they are in the bracing bay, the loads shown at left may need Eave Strut Special Seismic Axial Load I '/. '/3 I kips to be adjusted to reflect the actual load in the end bay's eave strut. DESIGN EQUATIONS FOR BOLT INTERACTION P.OLL = End bay purlin roll force My = PA×~^L * (2" + bolt couple pitch/2) * (bolt couple P^x,^L = From input design loads pitch/2) MRo,L = PROLL* Purlin depth Mx = PAx,^L * (2" + bolt couple pitch/2) * (bolt gage/2) MA×,^L = PAx,^L*(Purlin Depth/2) gx2 = # bolts * (bolt gage/2)2 ~'y2 = 4 (bolts) * (bolt couple pitch/2)2 RF Bolt Shear = [[(PRoLL/# bolts) + (My/(~X~ + ~y2))]2 + [(P~,x,~/# bolts) + (M~/(~'x2 + ~y~))]2]~/~ RF Bolt Tension = M~o~/pitch/(# bolts/2) + M^x,^~/gage/(# bolts/2) + (WL*L*s/2)/(4 bolts) as required in combs. 3,5,6 Bolt fv = RF Bolt SheadNominal Area of Bolt Bolt f~ -- RF Bolt Tension/Nominal Area of Bolt F~ = From interaction eqs. in Table J3.3 of AISC ASD 9th Ed. Summary of Forces for Bolt Interaction - for UBC 97 Alternate Basic Load Combinations P~o~ P^x~^~ M.o~ M^x~^~ RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination Shear Tension fv Fv Unity f~ F~ Unity (kips) (kips) (kip-in,)(kip-in.)(kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check 1.11 0.00 891 0.00 0.28 1.78 1.42 21.0 0.068 9.07 43.90 0.207 DL+LL 0.10 0,00 0.84 0.00 0.03 0.17 0.13 21.0 0.006 0.85 44.00 0.019 DL+SL 1.11 1.51 8.91 6.04 1.16 3.12 5.91 28.0 0.211 15.90 43.01 0.370 DL+LL+WL^x~^~ 1.11 0.50 8.91 2.00 0,53 2.18 2,68 28.0 0.096 11.11 43.80 0.254 DL+LL+EQ~x~ 0.10 1.51 0.84 6.04 1.01 1.51 5,15 28.0 0.184 7.68 43.25 0.178 DL+SLI2+WL^x~^~ 0.10 0.76 0.84 3.02 0,51 Q84 2.61 28.0 0.093 4.27 43.81 0.097 DL+SL+WL~×,^L/2 1.11 0.50 8.91 2.00 0.53 2.18 2.68 28.0 0.096 11.11 43.80 0.254 DL+LL+EQ~×r~ 0.10 0.50 0.84 2.00 Q34 0.57 1.75 280 0.063 2.89 43.91 0.066 DL+SL+EQ^×=~ Summary. of Forces for Bolt Interaction - for UBC 97 Special Seismic Load Combinations P~oL~ P^x~^~ M,oL~ M^xr^~ RF Bolt RF Bolt Bolt Bolt Shear Bolt Bolt Tension Load Combination Shear Tension fy Fv Unity f~ F~ Unity (kips) (kips) (kip-in.)(kip-in.) (kips) (kips) (ksi) (ksi) Check (ksi) (ksi) Check 0.37 1.13 2.99 4.52 0.80 1.50 4.06 35.7 0.114 7.65 43.72 0.175 1.2DL+0.5LL+EQmAx~^~ 0.07 1.13 0.60 4.52 0.76 1.02 3.85 35.7 0.108 5.21 43.74 0.t19 1.2 DL+O. 5S L+ E Qr~AX~A~ EW Bearing Frame Bracket Page 1 of 3 8/27/2003 ANTI-ROLL / PURLIN STRUT BRACKET DESIGN 8/2?/20031 JOB .o: ENDWALL FRAME PURLIN STRUT AXIAL BOLT ANALYSIS Inputs Purlin Strut Bolt Options Purlin Strut member thickness: 0.05881 in. Ultimate stress of Purlin Strut: 60Jksi Option 1:2 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2" dia. A-325 bolts in purlin strut flange to rafter. Option 2:4 - 1/2" dia. A-325 bolts in purlin strut web to clip and 2 - 1/2" dia. A-325 bolts in purlin strut flange to rafter. Option 3:4 - 3/4" dia. A-325 bolts in purlin strut web to clip and 2 - 3/4" dia. A-325 bolts in purlin strut flange to rafter. DESIGN EQUATIONS FOR BEARING & SHEAR P^xr^L = From input design loads Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 4/3 * # of bolts (Reg. Wind/Seismic Loads) Bearing Resistance = Purlin Strut Ult. Stress * Bolt dia. * Purlin Strut thk. * 1.7 * # of bolts (Special Seismic Loads) Bolt fv = Bolt shear / Nominal area of bolt Bolt Fv = Bolt shear strength * allowable increase ( 4/3 for Reg. Wind/Seismic; 1.7 for Special Seismic) Bearinq Calculations Wind / Seismic Special Seismic Bolt # of Bolt Bearing Unity PHOR~Z Bearing Resist. Unity Max. Dia. PHORIZ Resist. Unity Result Option Bolts (in.) (kips) (kips) Check (kips) (kips) Check Check 1 4 0.5 1.51 9.41 0.16 1.13 12.00 0.09 0.'16 OK 2 6 0.5 1.51 14.11 0.11 1.13 17.99 0.06 0,'11 OK 3 6 0.75 1.51 21.17 0.07 1.13 26.99 0.04 0,07 OK Shear Calculations Wind / Seismic Special Seismic Bolt Max. Clip # of Dia. PHORIZ Bolt fv Bolt Fv Unity PHORIZ Bolt fy Bolt F~ Unity Option Bolts (in.) (kips) (ksi) (ksi) Check (kips) (ksi) (ksi) Check CheckUnity Result 1 4 0.5 1.51 1.92 28.00 0.0687 1.13 1.44 35.70 0.04 0.07 OK 2 6 0.5 1.51 1.28 28.00 0.0458 1.13 0.96 35.70 0.03 0.05 OK 3 6 0.75 1.51 0.57 28.00 0.0203 1.13 0.43 35.70 0.01 0.02 OK EW Bearing Frame Bracket Page 2 of 3 8/27/2003 ANTI-ROLL / PURLIN STRUT BRACKET DESIGN DATE: r 8/27 20031 JOB NO: 12368 I ENDWALL PURLIN STRUT BRACKET PLATE BENDING ANALYSIS Inputs Purlin Strut member Depth: ~ in. Purlin Strut member Thickness:I 0.0588 lin. Applied Load, P: Regular Wind / Seismic: ~ kips GOVERNS Special Seismic:I 1.131kips ' Section Properties Purlin Bracket Dimensions Area Yield Sx~op Sxbot SyLeft SyRight Depth a b t x (in.) y ex (in.) (in.) (in.) (in.) (in2) (ksi) (in3) (in3) (in3) (in3) (in.) (in.) 8 7.25 6 0.25 3.18 55 7.45 2.44 8.24 3.41 2.12 1.48 1.88 9 7.75 6 0.25 3.31 55 7.87 2.47 9.02 3.86 2.32 1.43 2.18 10 8.25 6 0.25 3.43 55 8.29 2.49 9.82 4.34 2.53 1.38 2.47 11 8.75 6 0.25 3.56 55 8.71 2.50 10.64 4.85 2.74 1.34 2.76 12 9.25 6 0.25 3.68 55 9.13 2.52 11.47 5.38 2.95 1.30 3.05 14 10.25 6 0.25 3.93 55 9.95 2.55 13.21 6.51 3.38 1.22 3.62 8 7.25 6 0.375 4.72 55 10.48 3.59 11.74 5.02 2.17 1.53 1.83 90 7.75 6 0.375 4.91 55 11.06 3.62 12.89 5.70 2.38 1.48 2.12 8.25 6 0.375 5.09 55 11.64 3.65 14.07 6.41 2.58 1.43 2.42 11 8.75 6 0.375 5.28 55 12.22 3.68 15.28 7.16 2.79 1.39 2.71 12 9.25 6 0.375 5.47 55 12.79 3.70 16.52 7.95 3.01 1.35 2.99 14 10.25 6 0.375 5.84 55 13.91 3.75 19.09 9.64 3.44 1~27 3.56 DESIGN EQUATIONS FOR BIAXlAL BENDING Moment about X-X: Mxx = P * ey Moment about Y-Y: Myy = P * ex fb at 'A' = (P/Area) + (Mx~/Sx~op) + (Myy/SyRight) fb at 'B' = (P/Area) + (Mxx/S,~o0 + (M~/SyLe,) Fb = 0.67 * Yield * allowable increase (4/3 for Reg. Wind/Seismic, 1.7 for Special Seismic) fb at fu at Unity Unity Max. Purlin Bracket Govern. Mxx Uyy 'a' Fu Depth b t P 'A' Check Check Unity Result (in.) (in.) (in.) (kips) (kip-in) (kip-in) (ksi) (ksi/ (ksi) at'A' at'B' Check 8 6 0.25 1.51 2.24 2.84 1.61 1.73 49.13 0.03 0.04 0.04 OK 9 6 0.25 1.51 2.16 3,29 1.58 1.70 49~13 0.03 0.03 0.03 OK 10 6 0.25 1.51 2.09 3.73 1.55 1.66 49.13 0.03 0,03 0.03 OK 11 6 0,25 1.51 2.02 4.17 1,52 1.62 49.13 0.03 0.03 0.03 OK 12 6 0.25 1.51 1.96 4.60 1.48 1.59 49.13 0.03 0.03 0,03 OK 14 6 0.25 1.51 1.85 5.46 1.41 1.52 49.13 0.03 0.03 0,03 OK 8 6 0.375 1.51 2.31 2.76 1.09 1.20 49.13 0.02 0.02 0.02 OK 9 6 0.375 1.51 2.24 3.21 1.07 1.17 49.13 0.02 0.02 0,02 OK 10 6 0.375 1.51 2.16 3.65 1.05 1.15 49.13 0.02 0.02 0,02 OK 11 6 0.375 1.51 2.10 4.09 1.03 1.12 49.13 0.02 0.02 0.02 OK 12 6 0.375 1.51 2.03 4.52 1.00 1.10 49.13 0.02 0.02 0.02 OK 14 6 0.375 1.51 1.92 5.38 0.95 1.05 49.13 0.02 0.02 0,02 OK EW Bearing Frame Bracket Page 3 of 3 8~27~2003 Purlin Web Crippling Design Check - For FlanRe Bolted Purlins JOB NO: 2368 DATE: [ 8/27103] PROJECT: IUTILITY OIL HANDLING BLDG. CUSTOMER: ~RUCTION LOCATION: IPORT ANGELES~ WA Usa.qe: Use this program to check AISI-96 Web Crippling, Section C3.4 General Description: The purpose of this spread sheet is to check if stub purlin reinforcement is required at bearing locations due to reaction forces from purlins. Input Data: Input the purlin and frame information below. Items in blue italic may change for each job. Output interpretation: The output will compare the purlin reaction force with the web yielding and the web crippling equations of Chapter K,Equations (K1-2) & (K1-4), and determines if stiffeners are required. Note: Single web cantilevers are NOT checked. Inputs: Purlin Depth: I 8 lin. Purlin Web Yield Stress: ~ksi Purlin Spacing: ~_ 4L.~ft Inside Bend Radius, R: ~in. Purl. Nora Fig Width / 251in. <2.5,3.0 or 3.5) Web depth, h: in. End Frame: Bearing Angle, 0: deg. Bearing Length, N: 4 in. (Frame Fig. Width) Modulus of Elasticity, E ~ksi Frame Fig. Thick: 0.205 in. End Bay Spacing: 20 ft. Loads: End Bay Offset: '/2 in. Dead Load: [~psf Purlin Thickness: 0.0588 in. Collateral Load: 0//Ipsf F.O.S, ~w 1.85 Live / Snow Load: 250 Ipsf Interior Frame~ Bearing Length, N: Gable Equivalents (Frame Fig. Width) 5 in. 16 Ga. 0.0588 in. Frame Fig. Thick: 0.25 in. 14 Ga. 0.0725 in. Bay Spacing: 20 ft. 12 Ga. 0.1030 in. Purlin Thickness 1: 0.0588 in. 10 Ga. 0.1345 in. Purlin Thickness 2: 0.0588 in. Calc. Values and Constants: Portion of AISI-96 Table C3.4-1 for Single Web, Stiffened Flanges End I Int. 1 I Int. 2 End Reaction 1.42 Pn, kips (Eq. C3.4.1-1) Opposing Loads k 1.696 Spaced > 1.5'h Interior 1 Reaction 3.22 Pn, kips (Eq. C3.4.1-4) m 0.784 I 0.8 I 0.784 Interior 2 Reaction 3.22 Pn, kips (Eq. C3.4.1-4) C~ 0.847 End Reaction 0.96 Pn, kips (Eq. C3.4.1-6) Opposing Loads Interior 1 Reaction 2.31 Pn, kips (Eq. C3.4.1-8) C2 0.869 I 0.869 I 0.869 Spaced -< 1.5'h C3 0.770 Interior 2 Reaction 2.31 Pn, kips (Eq. C3.4.1~) C4 0.672 10.672 10.672 C9 1.0 Web Crippling Strength Check Ce 1.0 Location Equation Limit U.C. Result Eq. C3.4-1 Increase 1.0 End Reaction (Dw*P)/Pn 1.0 ~ ~EINF. REQ'D Factor per AIS1-96 /AISI C3.4) Interior Reaction (M/Mno)+(P/Pn) 1.0 0.87 1 OK (AISI C3.5.1) r WebCrippling-Purlins ~.~ ~::~.~. ~ / o.~P~o 1 of 1 ¢,~ 8/27/2003 Purlin Properties Nominal Flange width Size Depth (in.) (in.) Thickness (in.) True or False 1 Member Rec~'d Member Req'd Member Recl'd 1 Rec~'d 2 8Z25U16 8 8 2.5 2.5 0.0588 0.0588 0.0588 TRUE 8Z25U14 8 8 2.5 2.5 0.0725 0.0588 0.0588 FALSE 8Z25U12 8 8 2.5 2.5 0.1030 0.0588 0.0588 FALSE 8Z30U16 8 8 3.0 2.5 0.0588 0.0588 0.0588 FALSE 8Z30U14 8 8 3.0 2.5 0.0725 0.0588 0.0588 FALSE 8Z30U12 8 8 3.0 2.5 0.1030 0.0588 0.0588 FALSE 8Z30U10 8 8 3.0 2.5 0.1345 0.0588 0.0588 FALSE 9Z25U16 9 8 2.5 2.5 0.0588 0.0588 0.0588 FALSE 9Z25U14 9 8 2.5 2.5 0.0725 0.0588 0.0588 FALSE 9Z25U12 9 8 2.5 2.5 0.1030 0.0588 0.0588 FALSE 9Z25U10 9 8 2.5 2.5 0.1345 0.0588 0.0588 FALSE 9Z35U16 9 8 3.5 2.5 0.0588 0.0588 0.0588 FALSE 9Z35U14 9 8 3.5 2.5 0.0725 0.0588 0.0588 FALSE 9Z35U12 9 8 3.5 2.5 0.1030 0.0588 0.0588 FALSE 9Z35U10 9 8 3.5 2.5 0.1345 0.0588 0.0588 FALSE 10Z30U16 10 8 3.0 2.5 0.0588 0,0588 0.0588 FALSE 10Z30U14 10 8 3.0 2.5 0.0725 0.0588 0.0588 FALSE 10Z30U12 10 8 3.0 2.5 0.1030 0.0588 0.0588 FALSE 10Z30U10 10 8 3.0 2.5 0.1345 0.0588 0.0588 FALSE 11Z25U14 11 8 2.5 2.5 0.0725 0.0588 0.0588 FALSE 11Z25U12 11 8 2.5 2.5 0.1030 0.0588 0.0588 FALSE 11Z25U10 11 8 2.5 2.5 0.1345 0.0588 0.0588 FALSE 12Z35U14 12 8 3.5 2.5 0.0725 0.0588 0.0588 FALSE 12Z35U12 12 8 3.5 2.5 0.1030 0.0588 0.0588 FALSE 12Z35U10 12 8 3.5 2.5 0.1345 0.0588 0.0588 FALSE 14Z35U14 14 8 3.5 2.5 0.0725 0.0588 0.0588 FALSE 14Z35U12 14 8 3.5 2.5 0.1030 0.0588 0.0588 FALSE 14Z35U10 14 8 3.5 2.5 0.1345 0.0588 0.0588 FALSE True or False 2 Sxe (Jn3) TRUE 1.5776 FALSE 2.0599 FALSE 3.1629 FALSE 1.6161 FALSE 2,1691 FALSE 3.3665 FALSE 4.5887 FALSE 1.7624 FALSE 2.4337 FALSE 3.7316 FALSE 4.8233 FALSE 1.8353 FALSE 2.6047 FALSE 3.9165 FALSE 5.6749 FALSE 2.0053 FALSE 2.8234 FALSE 4.5763 FALSE 6.2380 FALSE 3.0550 FALSE 4.9726 FALSE 6,4386 FALSE 3.4305 FALSE 5.8908 FALSE 8.4478 FALSE 3.9852 FALSE 7.1065 FALSE 10.5230 Sxel = 1.5776 Sxe2 = 1.5776 BUILDING DIVISION CITY OF PORT ANGELES Correction Notice Job Located at ~ Inspection of your work revealed that the following is not in accordance with the codes governing the work in this jurisdiction: ~'i/ :~ These corrections must be made and are not to be covered until reinspection is made, Wher~ ~orrections have been made, please call for inspectio? ,,,,/~ / ~ Date ~[~[.~ __ { ~/~/'//""~ /~/~ ~'~' ilnspector for Building Division DO NOT REMOVE THIS TAG oH cfi . . ~. ~ ~ c.. "" ..,lLe- Pnooe I". \2.~~?,J p.,.~k~s-- Ow'..r or Elo'. Cnnl"CIN ~Jlenl . ~q..< ~~.. .. - - , I '-....y,""' 0< ". : _ PilOMe: (;;.,-\1..'-1 P",,,...,,, Owr.., -rn""'1'!: ~?.LJ _ L. . ~ . .c,. 'L. 0. "''''U(~ /-'\" ZI' '<.TH '- t1S-z ., Md'..s: \ l>-.""'v.:i'-~ I'......x..'l-{" - " - ..'!y: _. 'O~~' .....~ p. . E:.ttriC.ICO"~'CIOr: . ~\,('-~,'- ~ JA_ "ICl"Utl:t;I"C:("(lii'~ c;11~/n. PhOnB:yri..-{,'i< Addroo.: ~lL ~ '<Jb, rZ.s _.C:1y: \~n.\ ~ . L-J...... Zip: ~T?b'-.. - INST....I.A TION WIRED 6Y: C OWNER ~RICA\' CONTRAC10A .',.....I1..,..""'J,lt.lW,"" Nov. 05 2003 i0:32PM Pi ',' REQuEST INl:iI't:l.r I IU'" I . FROM : Electric~S FRX NO. : 4526424 c.~ (yV' ," City: ixp, D.',: Crwlit CafT1 Hol~r Name: Zip: VlsA:_MC BIlling Add,...,: Cr~1t Card Num/:.r: PROJECT AIlOREsa:_ [1 0 IS. A. ~r. lYPE OF WORK: Check ill thet apply; ~~ o Regldental 0 Multi.family ~rcial C. I T"') POLL YAP-C> o Altartlion/Addttion , ( e> 1'- 5<T1>ttA(,.L ~...p. ./ o Mobile Home SQ. Ft )~L{ OD Remote Meter 0 Detached garage 0 Het Tub 0 Swim Pool ~ Septic pump Number of CirculI. aCded or altered: o Low Voltage C Telecom 0 '-i.oc "'-i'~' . ~ DESCRIPTION OF THE ELECTRICAL PROJECT: fllletrleal ria.! La.d AddltlonJ PfRMIT FIE: 8.Ni~ Info~matlon ~board o Fumace ::: H1l41 Pump CJ Fan-Wall v:;- ~ -~ -rcN -K,W uu o Ovemaad at",i"" :JT....o~m ~;rouM~ SON;"" Voltage: ~ f>......"" Pheaa:' ;J 3 Service Size: \u::.c FMderSlze: '2..'<0/ PAMC 14.05.060(6): For IMdustrial, eommerclBI, & residentia' Ilrojer;!slarger than e dupla~, a one. iins drawing of tile Electrieal Sarvicl Feede~, bulld1l19 sizo (.q. It.), load ca,,;uletiono, and tho tyPe" of eoncluclcrt andJor rae&WlV ia r9l:uired and SMail accompany the Elo< PermilllPpllcalion: I hereby certify that I have read and 9)(amil'lJd this applicstiOll snd know tIl.t ume to be true and correct. and author/zed to apply for this permit, I understat1d It Is not the City's IIlIiSI responsibility te determine what permit required; It remains the applicants responsibility fe' determine what permits are required and to obtsin such. Credit Card Holder'. SIIlMltlJre: ot~~ Data: 9!z..- (%.j Owner or EI.e, ConI. Si;n.tut'e: C:/ELECTRICALPERMIT APPLICATION Data; ~J1rJ 0. K XFWH2. I/'IJ;?.ti.aNllL t3,J S77t7E. .L..y~. IN!1iltu.G'D ""r 462,.3/ I w"::l %33 Oe-- L GJ--.q.~I-'l.o-o:s ~ 118,,~o 01/28/2008 20:51 4579270 SIMPSON ELECTRIC PAGE 01 JoIJ wlretI ~~ ~ Eloctrleal COIIm<Cnr a 0....... Eleetrical contr.ttor ...me _ Ltcen,., number e,~ I Dlti!e;!!lfDt'ea' <:';'m/J,~ bl:eck;c: SZlJ7fJ.fGLQ 1) I;u..lf 20()~ ~1iMdI"'.lItnu .dd..... f. . W ....;2l./ ?O 3~ I\HA.J) /0/ Cit, /J~ f 'to" ZIP 0 ~d ~/e5 ().)~ 7cr363 Tdcpllofte nmh", PAX numhet ;It- '.:2-1 0 P..IIt""t? or', on. 7-' a.-.d' ~~ .......... of !r.pe.llnn C-..--J7 ....17.>. ---=: , J"JO'? /lk~f!~~. CU, Por<..:f 'c'~e.s Pb...~ Dumber .0 ubed.ll! Inlpef:tlon: _ 5l-f ~""'I' 11.1 dft/JMtJ.,. RCIII.l.fJ,JA.211J.'(I! Ow".r 'AI(/I He.PJ' Jlu~ 11rt4Ch1nJ/o" two )~ qfler zh& IfllJl:trlt.,l'tl ~'l I"~ fl"'~d. (1) o...-.r Is ~"nd 10 /If~ fJ1f. eltt:tric41 eon~ if QlJouc StIJtJ prop"", i.,.for Ifllt:. ""nc or ~'t~ AilClr rq,dihS dte Above ,"Alem.cn~ J hereby certifY IbM I am the OWl\er af the above Mm&l! pIQfHl'rty or A lleenaod electricllll ClJnCrRChJr. I im mltktrlg rhe elc:erral ;1lI18'~ IAlimJ or altcl'lt_ in compU.n~e Wllh thl! elect1'tcaJ 11'1"''-, N.R.c., Re\\'. CbaPter 19_18, WAC. Chllpter 296"'6B. Tltc City ot Port Aftltlles Mnkip-.I Colk, and UIJl~SlIC1cJfiCfltiMll, S118"hl . owner, deetrlul c J'IlItllll&\(lon dMcriptron 'fl# Com....rdnl 0 R..ld...I". ~ \ ""- ............ ~ . ELECTRICAL WORK PERMIT APPLICATION ON... o AIIe....../"dllltllln r;;~ exisf"~ Fth;J. ~ ~;+ -L( kf- >. e -1-0 -the. ~(/dinj_ L'j1J- j, ~ -fa b-e t-"'f'(~_ NO C/~;f-s h/-(p ~ L-i{& . 1:1 C.Bh 1:1 a...1c # 1:1 C~il Card B Mas"""ord. Diocovor Qm#_---~---~--~---- Date: ExpimtiOll Da,., ofcsrd n~tinn fee $ SOrv....1nfqm]1IIIllIl ~- NO LOAD CI1ANGES !l8MIloard _ KW o Fomace _ICW 0 Ov"".ad SoM"" o Heal Pomp _ Ton _l.AR 1:1 Tomp Setvlce C Fan-Wall _ I<W 0 U""""lIroLMd Service SAME DAY INSPECTION. CALL BEFORE 1:110 AM 360.....17-4735 Vo~.g. Ph... 0 1 03 Servl.. 8120: _ Feeder SIz&: I -. ) vt'tl9,~ ~MQsTAT C = ~=:J I' 8ml.VlCE ' ROUCIf.IN ' .... ~"ja, I'lNAL " n... ^Ml-....O" Jl.l!.~ '" I' In!pCCliOTl. Dalr. DIlle n Nen, Building or Equipl>>ent Inspech:ld Action Tak~ 'S11l!l1ltria.I IIISpeCIQf ..--- - ~1l;1C;. ~.1J..lI ~.n ~no v.... _ .. UQHT DEPT.