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HomeMy WebLinkAbout30x100 Steel Garage Electrical TOWN OF MONTVILLE ,�� Building Department 848-7166 APPROVED BUILDING PERMIT OR TRADES PERMIT • For 180 Days Permit No: 13��� �f Approval Date:/-' < g—F7 Expiration Date= 7- Estimated Cost P.5j o D 6 ' 176 Fees c9F.• PRF: Q C .0: Owner : 9- r- ds fro r( Address: 33 -Z tic 7- `�� Tel : Job Location: 3 .3 peraT M Code: Contractor : 4 ivek'-J ee- ' C Address: j Z/f'14 Tel : g A/7 Stick Built:X Modular Home: Manufactured Home: Commercial : Addition: Garage: Car Port: Shed: Remodeling: Roofing: Siding: Fireplace: Chimney: Windows: Pool : Demolition: Plumbing: Heating: Electrical : X_ Air Conditioning: Gas: Patio: Porch: Deck: Retaining Wall : New: X Repair/Replacement: Type of material used/discription: Size: .2006y1(1— .o O6Type of Heat: Fireplace: i No .of Stories: No . Rooms: Breezeway: No . Baths: Garage: Use: I hereby certify that the proposed work will conform to the Basic Building Code and all other Codes as adopted by the State of Connecticut , and the Town of Montville _ Applicant 's Signature: 6:71 (2,..-/ e1-7Date: Ay/,/%1( If signed by Contractor , type of license/r -gistr-tion : No: /- /cit yS"Z,- / / Building Official 's Signature: .4/, .i`�- Date: 1- / -77-- Date - /-77Date of Health Dept . Approval : /fi Date of Zoning Approval : h - THIS IS TO INFORM YOU THAT UNDER THE CONNECTICUT AMENDMENT OF THE BUILDING CODE , SECTION 119 .3 A CERTIFICATE OF OCCUPANCY IS REQUIRED PRIOR TO ANY USE OF THE STRUCTURE _ A MINIMUM OF 24 HOUR NOTICE TO THE BUILDING DEPARTMENT IS REQUIRED FOR INSPECTIONS . TOWN Ur' MONTVILLE Building Department Application_ for_ a Permit Owner: IA1 . �i t) ®/L' Address : .g,,3 1 )4j1 llV, Tel : Job Location: AW/l/ c"_:r-- Contractor: c i(lL�Y4 ' />7, f- 4( ( 1 Address: P,f/7 &pc Alf" Tel : gcf%4lL– Stick Built : Modular Home: Manufactured Home: Commercial : Y Addition: Garage: Car Port : Shed: Remodeling: _ Roofing: _ Siding: _ Fireplace: — Chimney: Windows : _ Pool : _ Demolition: Plumbing: _ Heating: _ Electrical : _ Air Conditioning: _ Gas : Patio: _ Porch: _ Deck: _ Retaining Wall : _ New: _ Repair/Replacement : _ Type of Material/ job description: ede.,W /e-44/' 44 ' 7 /7áf4/ Size: 2 2O SF Type of Heat : OIC- Fireplace: No. of Stories: 'l No. Rooms: Breezeway: No. Baths : e, Garage: Use: �� 12/~ Raymond T.Occhialini TOWN OF MONTVILLE TEL:(860)848-1175 Fire Marshal fire MArs3uJ's Office FAX(860)848-4063 836 Old Colchester Road Oakdale CT 06370-1637 December 22, 1997 Russell Stauffer Building Official 310 Norwich New London Turnpike Uncasville, Connecticut 06382 RE: D & W TRANSPORT PEQUOT ROAD Dear Russ, On Monday December 22, 1997 the Town of Montville Fire Marshal has completed the plan review for the addition that will be at D & W Transport Company located on Pequot Road in Uncasville, Connecticut. As a result of the plan review this Office is approving the plans as corrected on the second submittals. During the construction process the Fire Marshal will be requiring inspection of the fire wall that will be constructed between the garage and office area. A final inspection will be required. This area will also need portable fire extinguishers properly mounted and marked within the new addition prior to the issuance of a certificate of occupancy for this project. If you should have any questions concerning this project please feel free to contact the ••e .igned at the Montville Fire Marshal's Office. P -:pect j yo.its, l- R.. and T. Occhialini Fire Marshal Town of Montville cc: file W. COX ASSOCIATES, INC. DESIGNERS - BUILDERS BOSTON POST ROAD P.O. Box 919 WESTBROOK, CONN. 06498 1283) 399-9696 FAX�)399-9689 �O ta- , ,i -, 17 3 30 ems . ATE PAGES TIME TRANSMITTED TO: `CO\ /)J or- M-O KrtVILLJ .441,0 t cukoqo . etktru)L N D PI -tH T z c*Tay - NALLP ATTENTION: 5 1 Mr= F ' t P5141(-4)C,t 16- I FAX #: COGS) gLf g- 7023 RE: D.U1/4-) T JSe It 0 LC "4-S 67 67 LOC , fe6kucur P-0 JCASA/tu t C 0& 3,?' - f F O (IQ su 4X-A AWG COMMENTS: f r� �vu- -A-v 'Esfo S'f r -se c, y��� Ar ( -G j 3ciq-q'47-‘ nfi- F -)c (8o) 3?q' - 7003 oRkG-t0 L- \v(t- r Luviray A-n/k you SENT BY: tl)l CERTIFICATE OF INSURANCE THIS CERTIFICATE OF INSURANCE IS ISSUED ONLY FOR INFORMATIONAL PURPOSES. IT DOES NOT CONFER ON THE CERTIFICATE HOLDER ANY RIGHTS OR COVERAGES OR REQUIRE OF THE CERTIFICATE HOLDER ANY DUTIES OUTSIDE OF THE POLICY. THE ENTIRE POLICY MUST BE READ CAREFULLY TO DETERMINE RIGHTS, DUTIES, AND WHAT IS AND WHAT IS NOT COVERED. INSURED: AUTHORIZED REPRESENTATIVE: W. COX ASSOCIATES, INC. CONNECTICUT UNDERWRITERS, INC. BILL COX 329 MAIN STREET P.O. BOX 919 PORTLAND, CONNECTICUT 06480 WESTBROOK, CT 06498 POLICY NUMBER: POLICY EFFECTIVE DATE: POLICY EXPIRATION DATE: F 0131G412331 07/01/97 07/01/98 COVERAGES: THIS IS TO CERTIFY THAT THE POLICY OF INSURANCE LISTED BELOW HAS BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICY DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICY. TYPE OF INSURANCE (INDICATED BY X) LIMITS OF INSURANCE GENERAL LIABILITY GENERAL AGGREGATE $ 500,000.00 X COMMERCIAL GENERAL LIABILITY PRODUCTS-COMP/OPS AGGREGATE $ 500,000.00 PERSONAL & ADVERTISING INJURY $ EXCLUDED EACH OCCURRENCE $ 500,000.00 FIRE DAMAGE (Any one fire) $ EXCLUDED MEDICAL EXPENSE (Any one person) $ EXCLUDED OTHER DESCRIPTION OF OPERATIONS/LOCATIONS/SPECIAL ITEMS: CARPENTRY CERTIFICATE HOLDER: CANCELLATION: AND ADDITIONAL INSURED: SHOULD THE ABOVE DESCRIBED POLICY BE CANCELLED BEFORE THE THE FOUNDERS GROUP, INC. EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR 36 PLAINS ROAD TO MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER ESSEX, CT 06426 NAMED ABOVE, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. DATE CERTIFICATE ISSUED: 06/30/97 AUTHORIZED REPRESF,( • 1 . SIGNED BG-C-09 993 Cl-1 1-1997 9:02AM FRC '-ANV I NG Ut Yaa I mmvd I ow • • ZONING MST ZONING PERNYT NUMSER OR ONO EXPIRATION or►TI onmANT I David Waddington -- APPLICANTS MOMS 33 TELEPHONE.JFf - R4R-I SR PROIRIRTTOWNOR same LOCATION same LOT uek 3 acr ZONE i ndii'+ria 1 • A OR%MAP NUMsts 72 trot taThleelt37A.& 40 miumemeamT aparnar 7R' FROPOSEOFLOORAREA additional 3,000 sf total 5,434 $f NATURE or REQUEST/PROPOSED USE Site Plai) ADDXowil • mem,ON MOM OR Mame TWO COM1i OF PLIN,OROW1 TO A$CAL/OP AT LWT r•47 NIOMS:OMININONS OM TMS LOT.TN!Sc!,ATEA AND LOCATION OF VOSTP4.PROPOSED.F aN01PAL NV AOCSMONY$T11NOTtl11611•OpVEWATIF,IMRTARY IaCIMI ANO WATER SUPPLY,PAF' ,r 1 fTl$.AND ADJ ENT STR!!TR DRTANCOS Of PI10POtW STRUCTuf1SS PROM PMpPS ITT LNis. RI ml Mt OF rLJ.OR excNATIOK>IED RET$ 6oform no owe mon.OMmm1ONS Or ALL on aonsys$Mo.MUST SE RAWORL A km PROPARCO by A OONN CTIWT Nooe'lIRID LAND SUIVEYOR MAY S#PoQJS AO. MO FROM=VW SP OFF D MOVE SHALL NOT R AITNOtai1D INTA AN'ATI"OENTrsoATU or OOIfrIWICS If N$UIID BY TM!OOMSOMON OR ITS APPONTSO wins. :KETpi FLAN OR GRACING PUN ani ❑" SEPTIC MOW OYU PATE MEMO PERMIT DU PM • WETLANDS WNW • Gin/ CNA NAS AYMWrCt MIR SEWI GRANTED FOR this PROMM( ❑ni (SW MS BOND SUN haEDora DMA •• FEE PARI D CASH 0 CHECK 0 ®wt T1R APPLIOANTAOI CU TO: / / 1.WERE TOAllT1E1WPUCASLYREOIARIM TS Or TTM • ''r 11011i. I. NOTIY ml C M1MSo1ON ON ITh APAOILTED MINT OF /�, , A 4 WM. II.CALL Pac ANAL INSPECTION AND REQUEST •' •• • • • SWORE IIIMANCE OF C.0. jje iiit AefUOANrs VONA7 .. .faigail • Tt____21 -__- __-C. .---- s)) -----7,--- '‘- . cormsSON A41Nr OAT[ CilR1.1CATEOPOawLVrnot DATE TINS Soma MOOT AYTMORRIS THE APPLICANT TO PROCEED TO THE INILOMIO OEPMTMENT FOR ANY REQUIRED PERAMTS CONTACT THE ZONING OFFICER (8484549) AT LEAST 24 HOURS BEFORE CONSTRUCTION BEGINS,TO ALLOW ZONING OFFICER TO INSPECT LOCATION. MY.MP ; vt , A , _\_ , c, \yt - ? , r 1/14 13 , J S 1--c_ Lei - *_ t' Co1A1 1 6 11 S TII`SATE OF DAT' My/pp�yy) PRODUCER :.:.: '.: •'.:�::.: ;., ...... E1''.' `..; 10/09/97 1::. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE The Greg Pradette Agency, Inc. P.O. Box 2456 HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. COMPANIES AFFORDING COVERAGE Bristol CT 06011-2456 (860) 583-0943 COMPANY INSURED - A Anthem Casualty Insurance Group A-1 Builders COMPANY 56 South Main Street B COMPANY C Terryville CT 06786- (860) 589 3986 COMPANY D THIS IS TO CERTIFY THAT THE POLICIES ......:....:...: .:.: #> :::::> :>SE:i':::: ::>:<s:::;;:<:»::<;;.;• ::.;:•::.�:: OF INSURANCE LISTED INDICATED, BELOW W T EDHAVE E NOTWITHSTANDINGBEEN ISSUED THE INSURED ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOOR OTHER DOCUMENT WITH RESMED ABOVE PETHE CT TOLWHICH PERIOD THIS+ M CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. co _TR TYPE OF INSURANCE POUCY NUMBER POLICY EFFECTIVE POLICY EXPIRATION DATE(MM/DD/YY) DATE(MM/DD/YY) UNITS A GENERAL LIABILITY © COMMERCIAL GENERAL LIABILITY Ap3879511 GENERAL AGGREGATE $600,000 09/27/97 09/27/98 PRODUCTS-COMP/OPAGG 5600,000 III CLAIMS MADE X OCCUR ■ OWNER'S&CONTRACTOR'S PROT PERSONAL&ADV INJURY $300,000 iIIIEACH OCCURRENCE 5300,000 iFIRE DAMAGE(Any one fire) S 50,000 AUTOMOBILE LIABILITY MED EXP(Any one person) $ 10,000 III ANY AUTO III / / / / COMBINED SINGLE OMIT 11.11111 ALL OWNED AUTOS ■ SCHEDULED AUTOS BODILY INJURY III AUTOS (Per Peron) ■ NON-OWNED AUTOS BODILY INJURY III (Paraccident) 'MI PROPERTY DAMAGE Mil GARAGE LIABILITY III ANY AUTO AUTO ONLY-EAACCIDENT 1111111111111111111111 II / / / / OTHER THAN AUTO ONLY: .1111.111.111 IN EACH ACCIDENT 12111111111111111111 NEXCESS UABIUTY AGGREGATE fIIIIIIIIIINI I UMBRELLA FORM EACH OCCURRENCE ■ OTHER THAN UMBRELLA FORM / / / / AGGREGATE IIM . A WORKERS COMPENSATION AND EMPLOYERS'LABII ITY I © STATUTORY UNITS AWC9533301 09/27/97 09/27/98 THE PROPRIETOR/ EACH ACCIDENT $100,000 PARTNERS/EXECUTIVE 1111 INCL OFFICERS ARE: © INCL DISEASE-POUCY UNIT $500,000 OTHER DISEASE-EACH EMPLOYEE $100,000 / / / / ESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS •• ••• SHOULD ANY OF ......... THE ABOVE DESCRIBEDPOLICIESBE••CANCELLED•hBEFORE•THE•.••• Cox Aseociatioa Znc. EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL .O. Box 919 ._19_DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, est Brook CT 06498 BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBUGATION OR UABIUTY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. �y�y(�,/���.�y� � AUTHORIZED REPRESENTATIVE ...........::::. :::,:..,:.;....:...:.>::::: .>:.>:::. : :..;: ;,;::.::;;:::::::::::: ::;.;•:•:.:;:;;r:>:;:.»:• ;.:>�t.::x.::::::::::::;:::;.:�> ::�y�.;../y.�yM�r iyly�y�`.yyy� .............::....::.:.:�.:..::::<:•":•;r;;:::2::::;:: '. '::?%?::52:i�'ll�S!fAYiiiw;.,�,'i7F',►a[7I!k7�7.V',.tfige,4:I. W. COX ASSOCIATES, INC. JJIRR 1p 1' VQQtRqSaIDITML Boston Post Rd. P. 0. Box 919 WESTBROOK, CONNECTICUT 06498 DATE I JOB (203) 399-9696 19P-519 l-5 9 7 / / /mac/1 s-7 'TOW / ///��� e A /�(y�J p ATN. A.1 /V V L it .P 4'I % �L6-135 CJI TO TV IJ O Y t/a/Lo — JL LL REf�P{� rsPe j rA {r-_ ka N1-1/ALL ( Cr _ Ob '! .33 P ly.© T--IW 0it,'cif_S' vtQ 6- , C' r, 063gl__ WE ARE SENDING YOU Attached 0 Under separate cover via / \ the following items: Shop drawings ❑ Prints 0 Plans ❑ Samples ❑ Specifications 0 Copy of letter ❑ Change order ❑ COPIES DATE 1 NO. DESCRIPTION 3 777C77 P/.o fo.%j) -ecTiv c4-L ( t4/VL Qs -C- r(! 3 47/q7 A ( t cht/4-L 4 C.f Z-&- ra .,4-4- j4,'/7 f )1)j Q�' �- 1�l ,S IS FL,E-z c`4 L 1-A,Y.0kt T' Ai cI Fc pERT7A4All e t7) /111± A7v IV( 4 , /a///q7 L� r o i 60«Ditve, Of -L , THESE ARE TRANSMITTED as checked below: approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use 0 Approved as noted ❑ Submit copies for distribution XAs requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment 0 ❑ FOR BIDS DUE 19 0 PRINTS RETURNED AFTER LOAN TO US REMARKS kki \6 i,/ TLDil.S PL -eCC/7cT /-tE- A-r (‘;- 6) 39't? --- `Y 6 76 eire_ r-4-)( 61-s) 37?-7 0 u_.3 COPY TO / SIGNED: likrceK PRODUCT 240-3 rA7kir.0 Inc.Groton,Mm 01471 If enclosures are not as noted, kindly notify us at once. W. COX ASSOCIATES, INC. IL 1T JE IR1 CH 7URSAITITia Boston Post Rd. P. 0. Box 919 WESTBROOK, CONNECTICUT 06498 DATEit JOB NO. (203) 399-9696 ATTENTJIO1 �7 t({ 1� -�� r �,f �t RE: mss- AILD W6— iki S Pis V� TO 1 r Or l�l.l"CA5vi L (h'lr�t f'r`\/i 1). w . w s Po e.:{ ,M - '1,bt JTVc.0 r r , 3 Fmtko r' A-P lLN C-A-sv(Le, CT . 0052- , WE ARE SENDING YOU kttached ❑ Under separate cover via the following items: Shop drawings Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 3 s/ '/4/7 A-( i tC;-ci-t 6-- Pc/TALL 3 ii/8/g7 F I iuAlDii-non1 f'1-4Ns I Van'7 Ft UA/0 inOA/ 1,ES<6-n/ / ///`t/77 3 c c -v 1,V 7,6-sic-AI E 114/41.40:57,5.s7s THESE ARE TRANSMITTED as checked below: For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution 0 As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment 0 ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO �� SIGNED: UJ'sj' J PRODUCT 240-3 (Ae JInc Groton.Man 01471 If enclosures are not as noted, kindly notify us at once. , . A, STAR BUILDING SYSTEMS P.O. Box 94910 November 4, 1997 Oklahoma City, OK 73143-4910 405-636-2010 FAX 405-636-2419 W. COX ASSOCIATES, INC. 45 LAKEVIEW TERRACE WESTBROOK, CONNECTICUT 06498-1538 Subject: D. W. TRANSPORT & LEASING Uncasville, Connecticut SSB 30' x 100' x 20' Is 20', 26' & 27' Bay Spacings Gentlemen: Star Job Number 97-2004 This is to certify that material for the subject type structure has been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. This building is designed in general accordance with the 9th edition, AISC Steel Construction Manual and 1986 AISI Cold Formed Steel Design Manual with 1989 addendum. Star Building Systems is certified by AISC in Category MB. The fabricated metal building structural components for this building have been designed at the Oklahoma City, OK, facility and will be fabricated at one or more of the following AISC certified locations: Monticello, IA; Lockeford, CA; Hamilton, Ontario; Columbus, MS; or Rocky Mount, NC. This material, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements without exceeding the allowable working stress. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached calculations are to remain with and form part of this Letter of Certification. Cordially, STAR BUILD (( 'STEM,- .S obe '.n Company 0 1 , c. ,..i . , er : Danny;. be Kalb, P.E. /rb Manager of.. jineering o J-IIIII71ssut- JP,, , CERT/F/ci 9 8600 South Interstate 35. Oklahoma City, OK 73149 *qlr/* Job No 97-2004 Star Building Systems Job No Engineering Services Engineer : 97-2004 ADM ENGINEERING DESIGN CRITERIA Building Code CONNECTICUT STATE BUILDING CODE / 1990 Building End Use Truck repair shop Dead Load 3 .25 psf Star Material Roof Collateral Load 3 . 0 psf Ceiling Fixed Service Equipment None Designed Roof Live Load 30. 0 psf (Purlins) 30. 0 psf (Frames) Ground Snow Load (Pg) 30.0 psf Snow Exposure Factor (Ce) 0.7 Importance Factor Snow (I) 1. 0 Roof Snow Load (Pf) 21.0 psf Slope Factor (Cs) 1.0 Sloped Roof Snow Load (Ps) 21.0 psf Wind Load V 85.0 mph Classification of Building Category I Importance Factor Wind (I) 1.041 (Coastal wind at 18 miles. ) Wind Exposure B Building Wind All buildings designed as ENCLOSED Seismic Load 2.5AvIKCSW Seismic Zone 2 Occupancy Import. Factor (I) 1.0 Soil Site S3 1.5 Load Combinations DEAD + FLOOR LIVE + ROOF LIVE (OR SNOW) DEAD + FLOOR LIVE + WIND (OR SEISMIC) DEAD + FLOOR LIVE + WIND + 1/2 SNOW DEAD + FLOOR LIVE + SNOW + 1/2 WIND DEAD + FLOOR LIVE + SNOW + SEISMIC DEAD + SEISMIC High Strength Bolt Tightening : In accordance with the "Specification for Structural Joints Using ASTM A325 or A490 Bolts" the turn of the nut method of tightening is recommended. C` 1 • cj, <•� _30 o.20138 C��••N°ENSEO. `4 ADM NOV 0 31997 Job No : 97-2004 Star Building Systems Page Building : a Engineering Servicesne : 97-2JoADM DISCLAIMERS Date 10/31/97 Note on Drawings : 1) Star assumes no liability for snow accumulation loads imposed on existing structure due to drifting snow. 2) The material supplied by Star is not designed to resist any gravity or lateral load from the mezzanine framing by others. • ADM NOV 0 31997 CDS: V23 ON: Thu Oct 30 AT 12 :10:57 JOB: 92004a run01 BY: mcaffrey PAGE 3 FOR: STAR-Rocky Mount,NC MAIN BUILDING DESIGN SUMMARY REPORT BUILDING DATA oof Live Load: 30.00 psf SSB 30-0 x 100-0 x 20-7,1/2 (HS) 0.25:12 Frame Live Load: 30.00 psf Bays: 26-6 26-0 20-0 27-6 Building Code: Connecticut Ground snow: 30.00 psf Wind Exposure Cate or B Roof Snow Load: 21. 00 psf g y' Wind Load: 85.00 mph Seismic Zone: 2 Dead Load: 3 .25 psf Collateral Load: 3 . 00 psf PANELS Roof: STS 24GA CALM Wall: SDW 26GA STD COL (STAR-SHIELD) (DURA-RIB) PURLINS Side 1 : No side 1 on a Single Slope. Side 2 :2@2-0 5@4-0 3-0 2-0 1-0 Bay Side Length Member Size Brace L Lap R Lap Bear (ft) Identification Locations Exten Exten Stiff 1 2 26.500 8 .5Z80 PURLIN 3 points S 0.000 3 .188 C 2 2 26.000 8 .5Z72 PURLIN 3 points C 2 .083 1.083 C 3 2 20.000 8 .5Z72 PURLIN 2 points C 1.083 1.583 C 4 2 27.500 8 .5Z88 PURLIN 3 points C 2 .583 0.000 S Side 2 Anti-Roll Hdwe @ 6 STRUTS SIDES 1 & 2 ---- 8 .5E75 ES 1/12 @ Bays 1- 4 BRACING ---- Roof: 1 bay rods Side 1 :Portal Frame Side 2 :Portal Frame Side 3 :Frame Side 4 :Diaphragm ADM. NOVO 31997 CDS: V23 ON: Thu Oct 30 AT 12 :10:57 JOB: 92004a run01 BY: mcaffrey PAGE FOR: STAR-Rocky Mount,NC SIDEWALL GIRTS SIDE 1 ---- ( 1. 0" Inset columns ) Bay Elev. Length Member Size Brace # (ft-in) (ft) Identification Locations L Lap R Lap Exten Exten 2 3-0 26 .000 8.5Z72 GIRT None S 0. 000 0.000 S 1 7-4 26.500 8 .5Z72 GIRT 3points 2 7-4 26.000 8.5Z80 GIRT 3 points S 0. 000 0.000 S S 0. 000 0. 000 S 1 12-4 26.500 8 .5Z72 GIRT 3points 2 12-4 26.000 8.5Z88 GIRT 3 points S 0.000 0. 000 S S 0.000 0.000 S 1 16-4 26.500 8.5Z72 GIRT 3points 2 16-4 26.000 8 .5Z80 GIRT 3 points S 0.000 0. 000 S S 0.000 0.000 S SIDE 2 ---- ( 1.0" Inset columns ) Bay Elev. Length Member Size Brace # (ft-in) (ft) Identification Locations L Lap R Lap Exten Exten 3 3-0 20. 000 8 .5Z57 GIRT 2oints 4 3-0 27.500 8 .5Z72 GIRT 3 P S 0.000 0.000 S points S 0. 000 0. 000 S 1 7-4 26.500 8 .5Z72 GIRT 3points 2 7-4 26. 000 8 .5Z80 GIRT 3 points S 0. 000 0.000 S 3 7-4 20. 000 8.5Z57 GIRT 2 points S 0.000 0.000 S 4 7-4 27.500 8 .5Z80 GIRT 3 points S 0.000 0.000 S S 0.000 0.000 S 1 12-4 26.500 8 .5Z72 GIRT 3points 2 12-4 26. 000 8 .5Z80 GIRT 3 points S 0.000 0. 000 S 3 12-4 20. 000 8 .5Z57 GIRT 2 points S 0.000 0 . 000 S 4 12-4 27.500 8 .5Z80 GIRT 3 points S 0. 000 0 . 000 S S 0.000 0. 000 S 1 16-4 26 .500 8 .5Z72 GIRT 3points 2 16-4 26.000 8 .5Z80 GIRT 3 points S 0. 000 0. 000 S 3 16-4 20. 000 8 .5Z88 GIRT 2 points S 0.000 0. 000 S 4 16-4 27.500 8 .5Z88 GIRT 3 points S 0. 000 0 .000 S S 0. 000 0. 000 S ADM NOV 0 31997 -CDS: V23 __ _ JOB: 92004a ON: Thu Oct 30 AT 12:10 57 --_--_------ FOR__ST�=Rocky Mount NC BY: mcaffrey PAGE 9 ENDWALL SIDE 3 ---_ ---- ______ Non-Expandable Frame SSB GIRTS _____ ( 1" INSET ) Bay Elev. Length Member Size _ (ft-in) (f t) Identification BraceL Lap R Lap Locations _ ________________________________________ _ _ ____ 1 3-0 2. 000 8 .5Z57 GIRT 2 3-0 22. 000 8 .5Z57 GIRT None --_--_--S_0-000 ________ 3 3-0 6. 000 8.5Z57 GIRT None 0. 000 S None S 0.000 0. 000 S 1 7-4 S 0.000 0. 000 S 2.000 8 .5Z57 GIRT None 2 7-4 22. 000 8.5Z57 GIRT None S 0. 000 0. 000 S 3 7-4 6.000 8 .5257 GIRT S 0.000 0. None 000 S 1 12-4 S 0. 000 0.000 S 2 12-4 2.000 8 .5Z57 GIRT None 22. 000 8.5Z57 GIRT S 0. 000 0. 000 S none S 0.000 None 0. 000 S 3 12-4 6.000 8 .5Z57 GIRT 1 16-4 S 0. 000 0.000 S 2.000 8 .5Z57 GIRT None 2 16-4 22. 000 8 .5288 GIRT S 0.000 2 16-4 6.000 2 Points 0.000 S 8 .5Z57 GIRT None S 0.000 0. 000 S 3S 0.000 0. 000 S COLUMNS _____ ( 1. 0" Inset columns ) Col Description #-__Member Size Ident. Base plate design information ------- Thickness & bolts ---------- 2 W8X10 ------- ------------------ ------- _ 3 W8X10 0.375" BP thk w/(2) -0.750" A307 0.375" BP thk w/(2) -0. 750" A307 ADM NOV 0 31997 ------------ CDS: V23 ---------------- JOB: 92004a ON: Thu Oct 30-_--_- :10.5--------- FOR: run01 BY: AT 12:10:57 -_____-_STAR_Rocky-Mount,NC- _--_--- mcaffrey PAGE (P ENDWALL SIDE 4 _ --------------------- ____ -- Bearing Frame (BF) ----- RAFTERS ----- Mem Description -#- Identification (ft) (ft) (f t) Size Length Start ---Member - - End 1 W8X10 --------------------------- connections. . . Left: 28.840 0 000 Type-IV 28.840 Right: Type-IV Type-IV = ( 2) -1/2 A325N bolts w/ 3/8 Shear End Plate Flange Braces at following purlins (slope distance from eave) Side 2: None GIRTS ----- ( 1" INSET ) Bay Elev. Length Member (ft-in) (ft) Size Brace __i-_-- Identification Locations ExtenL Lap R Lap 1 3-0- 15---- ----------------------- ----- -Exten ---- .000 2 3-0 8 .5Z57 GIRT None ----------0.000-- 15. 000 8 .5Z57 GIRT None S 0.000 0 000 S 1 7-4 S 0. 000 0. 000 S 2 7-4 15.000 8.5Z64 GIRT None 15.000 8.5Z64 GIRT None S 0.000 0.000 S 1 12-4 S 0.000 0. 000 S 2 12-4 15. 000 8.5Z57 GIRT None 15.000 8.5Z57 GIRT None S 0.000 0.000 S 1 16-4 S 0.000 0. 000 S 2 16-4 15. 000 8 .5Z57 GIRT None 15. 000 8 .5Z57 GIRT None S 0. 000 0. 000 S S 0. 000 0. 000 S COLUMNS _____ ( 1. 0" Inset columns ) Col Description # - Member Size Ident. Base plate design information 1 W10X22 ---------------------- bolts 2 W8X10 0.375" BP thk w --------- -- - 3 W8X10 0.375" BP thk w/ (2) 0. 750" A307 0.375" Bp / (2) -0.750" A307 thk w/(2) _0.750" A307 FRAMES -- -- Type Span Live Wind SSB 30. 000 30. 00/ 20.63 13.25 Frame SSB 30. 000 85. 00 / Lines SSB 30. 00/ 85. 00 20.63/ 26.25 2 30. 000 30. 00/ 85. 00 20.63/ 23 . 75 2,3 FRAMED OPENINGS: 4, Qty Size Jamb & Header 1 14-0 x 14-0 Wall Bay 1 14-0 x 14-0 8 .5C75 Ptd D12-fiance 1 14-0 x 10-0 8 .5C75 Ptd 2 1206 8 .5C75 Ptd 2 3 1- 1 18-0 x 14-0 1 2 1-6 Provide 8 .5Z88 reinforcing5C75 Ptd girt at all framed 2openings. ADM NOV13 3 ,.,JI N o . U z _ — , 11UMONA LI i 0.0E /— 0 - w m cr 3 L 15 o z r 1 t 16.4 12'4 7•4 3'0 OS[ a • . r • (631— : • : • . . • : . : r . • :. . • r . r s • . - o , • • . -b. • ; ; i Z 1. "i\t tz. • ; ..0 ' .k. 1 • ' ; , CO %.9 , • r- 0 ku. 1 N . 4-• , cn L • -o —. • o 'n rn Ilk a: a z N 0 --I o , - --. 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ADM.NOV.O. 3 1997 .. • • . . • • • 1.?_-_-J.•,,,..-.1 '8 • • • . ••• 68f:'T “ -4 6:E:tr.T ' • • • = . • -'• .,•'.17.;T 't•11--. 0 • ':•I••• : LJJ .• , : 1.....i • 0.1• --. Lu r••_ '.. I r_f_l 0-.• : -:..- - • T T .e f'.-:,T:Kt/T:'::'.;-. •:i „....., . ....I-, __I LI_ 0.,•17 0.,•S. t..•1 Li ",:-co L : : y . C-I- i :: 1. I CL. LLJ ; - .............L.;i.r4 ,. : : .:: ::........................_........................... 4-. . .........••• ... • ••............i. 1--- fop, .:,If., I-- : lil-fit • -•- A •-• X •-1 2:1 ....._. C-1 •:i : 1:-.-_'. ; • ce • IT' • 1--- -,.- C.1 i Lo • 17...1 ••••••- • I.x.1 L.-, •,I . C,1 -.--1 LLI jr•--.1 ce.: , .:i • ..T. co C.CI L.L.I ..--1 C.K ::•:: co co Lr, • -- ,-. , 1 .:Z . . • I-- .4.)co pe)ND .1) ' „ ,-, • •• „ci : .. • •*-1 ••••••1 •: ,-. • ....„ ......... • "1. 1%0 1 1.1)OD V. VI : F- • . . ....._. 1....1 . CE: : •:x Lu • • . 'I-0.1 CO ,•-• : w : -,. = •:+- : ,•_:, : • -, • cri ; .--, • I-- : ' 2flr.1 __I ,0 CO • C.L. "••._ : 1_0 LI CO Ca.• • --I ..--- : - IJ-1 L.L.I -,1-0.1 CO •- . • •--. (. Lu • :,:t T-1...6 C1 .._.... i4;**1 ': - CI, '.-- ::•:: _I Intl _„j...0 1_0 .....) I-I-. .--, IP- • F--I 1..r.1 I=1 :. :;•••• D •-• . ..: .:i_. ...._ __ • — 0.j H -.-- , .... • •.-- . ••••..r•-., . •.-. li:j ; ...._. . a_ •:.:: . .; :. •C:, ' • I r•-,.1 •:I __ ,:ti - 1.....1 c.... in ,:::::, I- c, ,- • L,I --. :- -..- ___ _... • 1_,:l 1.1-., --, 7 0) ,:',J -'.._0.1 -, I . . ., , -;,- , (7. . -. .Lo . . Lu 17j) a: 1.17, . C...,..1 .i '.42. -J -•:•-• OD 171 . . i.r) ,•• I -- -- --... .-...t--_ ......i I ..-4 . 04 0.1 ro ,.•-icr. 0)co L...1 _ _,._ •:1- ::C: J ,r,PO...0 ... r .! ....-I •::± ::< 1•-• ;•:: -.- ,-,I Cu CO r•) n 1.0 -1- :i ':•:: t•••••1 •-•-• 1.1-) -IT- •••-• ::::- .• ,- • y c 171 Li CD : kr i • , ••-•-• 4Cu in 1.4.!H:.-. Flo r-,-E 2 ( ' L.L.1 I.."1.- . 1.-..3 I ' 1. -14- ....... ......E.. I......1 .___, -: LL1 _- ID: !-• 1! : .i ',..is, ,- ,-• %V y c.-:. . ,. r•-, ,:... . cro. - .! ___ I--. .,_ I-, 1:171 1..1.,t : -• •,....„, ,-,,, C.-.) III , 1-1...i t i 6 T>::.17,:.'I.:,::,.;'.•• -.-1••• T-•-•-. .-2,..- - ;fr. _J .1 ..-, O._ • • ,, CO ,-, : •,••0 c.c, ••,•-••. ...:.•:•:. • . , r.-1 : stt. 77. • . • CI:: _., ,r-, ,---. r...,, ,2-....i .•' ".; Z.3--!- CI.,•'.::',I -1 f-..-. : .--: ..1 ci--. 3-, 17. LJJ ; ' if"; r-, --, . ....., ,;_-_:. • , ---, ...T: • -•• 68-k,1 ' ... 6:31:,1: " . : :::,,-. • • . . . - l''..71•71.1',:r.) „ . . -. • I.1 1 • - •. . . • - • - • . • .. • • • • • - . . • . . .. . . .. . . • .• • •• • • • .. ADMNOVO 3 1997 ". .• • • • . • • . S. I CTTY, JOE; '72r..:04a SSE-. �0 3�/�4. 0� 20�1� �5 rL 1 FILE JOINTREAC-TIONAND LOAD SCHBiATIC 10/31 /'-7.7 � 7 RAE - _ _____ _____-___ AU- REACTIONS ARE IN KIPS DR KIP-FEET LonD CDNDINATIONS !ISED FEIR FRA�E D2SIGN ---------------__________________ 1 ) �L+LL+C�LL 2> DL+COLL4-SNOW 3> DL+LEQ � 4) DL+COLL+LEQ 5) DL+WA1+WA3 � 6) DL+WA2+WA3 7) DL+WA3+WA5 8> D +COL+WA14-WA3 9) DL-FCC-J: L�WA2+WA3 10) DL+COLL+WA3+WA5 11 ) DL-1-Col WA10' 5(1 WA3 12) [: +COLL+SNOW+0.50 WA3 13) DL+COLL+SNOW*0.50 WA3+0' 50 WA5 14) DL+0.50 SNOW+WA1+WA3 15) DL+-1.=:0 SNOW+WA2+WA3 16> DL+4-1.50 r. -7 17) DL+WA1+WA4 18) DL+WA2+WA4 19) DL+WA4+WA5 20) DL+COLL+WA1+WA4 2� ) DL+COLL+W(42�WA4 22) DL+COLL+WA4+WA5 23> DL+COLL+SNOw+0':i0 1.4(=t1�0' 50 WA4 24) DL+COLL+SNOW+0.50 WA2�0' 50 WA4 25) [/L+COLL+SNOW+0.50 WA4+0' 50 WA5 26) DL-140.50 SNOW+WA1+�A4 27) DL+0.50 SNOw+WA2+WA4 28) DL+O.50 SNOW+WA=1+wA5 L ^ � . . '� � � � AD. NOV �� ����� ^wv • • •.... _..I • . • 8t.I •F- rn . u : 1 1.....1 • C'1 f'- i W LL W �_I 1 1;t, j:.. 1 W Y,_ f— 1[1_1 •.....- ;1T-14. :._= Z_...y .J t.J LTJ .:_ LI �� • 1• �'OD F-- ••a?• W CU'JJ I W J "' ~ , `+ ice W -..J �_e {n T. '"+ �=J 'T 71- al OD X11 : u- I!! .�I(!S M tip J = • W-N.N. LI i 4 '� '" F-- CG .. : I-- • �� "" 1 '} �;�' 3 4�J CO CO tt r : C1:1 Li 9) : LJ `' W t-+ 0) W' '-ti IT) i� :• n ) J ?CO . � ... J COW 8IJJ •` v Ca r'1 ;^� (2° tip'Wet..+`•O oJ CO H `o J _ W (.1, W Q • I-- ri�1 L- 7 ;d: `.I' ii.r ; .7%1 - �.,j 1 =i '� iii ..••� i r, • I L . c. LU I'•_1i ii r-.) L1- •r. f... f'•- rig =1 is 7 t, LiI W . c, �_r . _, i L7 Lf-.1• f r- i1 r.-, • — �- - i •.--- F-F if) CO I`I• F- 2: I-- `_CO ri -,-- i fj - : Q•1 -I 4�i '�' ••-I a W .-. LiJ t";r. :,::.I.,,,-''�:'::!�... •- Lam. • ii r._:, i•; t-'r'J • CO 11:: ' -I-1 a 0 f, I III • ADM NOV 0 31997 ] DI 12' Ir -- ---------- -- -- - ---- ------ -- -- -- ---- --- - -- FIATE 027 DE5IiF,N RUN:f 40SEC EF:ca-c44:cey STrRr-7:1 r"..=TATL DaTa le=p3rstio:neirf.rf.E1-F-Fr-Eyf:ipts/92C:04.--.3/'-'01L. 9 Us:2r id . . . I = Rur, N.431 = job NE‘m.-2 P.1174 • • • • • • • • • •:•4-44-4-:-:- .A- A-t.A;÷•:,•:•-:-:-:,:•-4, 7-7WIIPF FR:=1MF WI2TH FT: 7.0.000000 LS EVE HEIGHT (FT: ) 20.000000 HE EVE HEIGHT (PT. ) 20.625000 FglinF SLOFE (IN- ) HORZ. PURLIN SPArE (PT. ) 0.000000 BAY 5PACE 25.750000 NLEvi. OF INTERIOR COLUMNS0 RAFTER: RAI=T:=7R KNEE DEPTH RAP-TER PEAK DEPTH PURLIN flISTANCE PURLIN DEPTH (IN. ) 2.5000 LOW SIDE COLUMN: COLUMN BASE DEPTH IN . . 12.0000 COLU4 KNEE DEPTH (IN. ) GIRT DISTANCE 1 .0000 GIRT DEPTH (IN: 5.5000 HIGH SIDE COLUMN: COLUMN BASE DEPTH .1.N. ; COLUMN KNEE DEPTH IN. ) 16...0000 GIRT DISTANCE 1. .:)000 GIRT DEPTH (IN. ) 2.5000 NOTcc-1: ADM NOVO 31997 • JOB SSB 3u 73U/la. U...:1, 2ui2: 2L 2-3 J01%7 PE:211.-TIFIIN (24ND LOc11.1: 5CHEt-1:=1Tit DcITEI; liD/311'77 PASE V2 - — ----- LL FtECTIONS :a.PE IN VIPDP VIP—FEET OL 2 4 1 7 LI. 2 JOINT HUNDEPING • 1 . 5 1. 6 11 DP.ad Load ( DL1 LL CL. • J . PLI0. 2 31 ColLitoral Load ICuLLI 4 1 • ( Al L “.1 1 Lona Eol Oual ' LEO! • ADM NOV 0 31997 • • - STAR DUiLDIN:3 51STEMS S6O0 S. 1-35 30 304DVLAHOMA CITY, 0;4 JOEi 5'2004a 6SS /1 . 06 20/25.75 CL 2,3 FILE 1 JOINT REACTION AND LOAD SCHEMATIC DcTE10/31/'777 FASE Wo AU RErTIFINRRr=--; IN KIPR FIR KIP FFET _. ... _..... -- 5.7 4. 2 0.3 0. 3 7. 9 1. 1 0. 8 0. 8 6) Wind Array 1 ( HAI. ) 7) Wind Array 3 CWA3 ) :e= ...... ...... 1 . R 6. 5 4, 4 U. fs, 6. 2 8i Winc4 krt . 9) Wind Array 5 CWA5 ) ; 0.3 ; i 0. 3 0, • • 10) Wind Array 4 CWA4 ) . . .. - ADM -NOV 0 .3 1997 . • . . . • STAPBUIL[INO SvTEms F..3c)0 S. 1-35 OK.LAHOMA CITY, OK �O� 7:-2004a SSE! 2 �0� a~~~ 3" 3/' 14^ 0 20/25. 75 CL 2,3 FILE 20a l . freJOINT REACTION AND LOAD SCHEMATIC DATE10/31/5'7 FAGE °-------- -- _________' _________________ - ----- ALL REACTIONS ARE IN KIPS OR KIP-FEET LOAD COM2INATInNS USED FOR FRAE DESIG\; _______ __ _______________________ 1 > DL+ L+COLL 2) DL+COLL+SNOW 3) DL+LE17; 4> DL+COLL+LPQ | 5) Di! +14A1+WA3 , 6) D +WA2+WA7 7) DL+WA3+WA5 8) DL+COLL+WA1+WA3 9) DL+COLL+WA2+WA3 10) DL+COLL+WA3+WA5 11 ) DL+COLL+SNOW+0.50 WA1+0'50 WA3 12) DL+COLL+SNOW+0.50 WA2+0' 50 WA3 13> DL+COLL+SNOW+0.50 WA3+0' 50 WA5 14) DL+0.50 SNOW+WA1+WA3 15) DL+0.50 SNOW+WA2+W4.13 16) [/L+r-:1.50 SNOW+WA3+WA5 17) DL+WA1+WA4 18> DL+WA2+WA4 19) DL+WA4+WA5 20) DL+COLL+WA1+WA4 21 > DL+COLL+WA2+WA4 22) DL+COLL+WA4+WA5 23> DL+COLL+SNOW+0.50 WA1+0' 50 WA4 24) DL+COLL+SNOW+0.50 WA2+0' 50 WA4 25) DL+COLL+SNOW+0.50 WA4+0' 50 WA5 26) DL+0.50 SNOW+WA1+WA4 27> DL+0.50 SNOW+WA2+WA4 22) DL+0.50 SNOW+ A4+WA5 . � � � � . � � • . ' • ADM NOV0 31997 • •. . • t- • .:*- w r_1 : •:= W r',.J L....1 . J ' r of LI- r,-.• W '-r : W :r.:CO 5 -�- ••••••11::::1 1 1:1-1�r� 1 CI • • • r j • Li LC) rn W r• 1. ';. � r. . I '� '-' ' r- In W 0..• 1=1� � ~ 3 '~ • C. '1( : .r Lf} iir Z !Yr CO CO • CI �S= f'- OD rJd sj- CO 1 •. W 11.1i " ' S W LICf) • W �-'_, •y rr 2 'Cr Nt-+.r•rya. • • : c CD OJ U}CO rr ...._. W (CI CL'. -J `•+ F W +Wd r•Vi_:0 CI 2 -6,0of•+-+`Cr i ry •S .-r >:: 1 I-' •.: V I .1'' r•1 -S 7.:4:.r.0 �„ "" 1 L-.• r I r,/ I CLX 1 r_r : 1.....-J 'r� : Ti. CLI C.I. '-:=) L1-.1 rp • T, W .. _• 1-- Li 1 t fr -, W1./ . Lir 0:1 0J Ca Co ,–r i I-I . I J rTl '.fir r—r - I— O if. 0.' L'; _ I.) r �:, CO =r e.J .-r I r"..J • '1- C'.1 CO CO OD r— 1 7 Cr 1-LJ '.Lr ,• tip. Ini,.y� CO r1]'•7' CD ID If) --• Lir • ^i -1 '-i , ".. Iq.1...:1.. Y... =ii i�-: • .. i W C.. W 1..,-. CD rel = CO w u_'2_J I I r - 1 r'...1 i t-r rr: i r . = J l•-.4w ;.0 ---I • r_i (. •••••.Li .' vis : r.'' J LiJ 11..) .. 6 .4•..c1...1 1 'a T 2-1 . ADM NOV 0 31997 -- -- -- ------ -_ -_ -- Da:7E 07 DESION AUN!. 7..P.)!ITN 3:-.}cEC User—. DETAIL DATA ELEMENT: J -.pprt /h07nEls . y/10,71s11..( 1 _. FP::),MF r-7iHAPF nFE FPL:IME .11.OT-1 (FT. ) - - - - - . . . r .rrr F:2V= RPTRH7 (FT. ) HS EAVE HEIGHT CFT. ) ROOF SLOPE (IN. ) 2 .00 HORZ. PURLIN SPE (FT. ) c .000000 SAY SPACE (7-77. ; 23.25000(D NUm. OF INTERIOR COLUmNS. . 0 RAFTER: RAETER NEE DET--rk 1 ')0 kAPTER PEAK DEPTH PURLIN DISTANCE S000 PUR! IN DEPTH (IN 2.5000 J. L. OnLiiMN: COLUMN BASE OERri-1 ( IN. ) . . I200O0 COLUMN KNEE DEPTH r . 17:-.O000 r;IRT DISTANCE ( IN. ) 1 -0000 r.;IRT DEPTH (IN. ) E000 HIGH SIDE ! TIN: COLUMN SASS 1:1=P7H COLUMN kNEE DEPTH 16..0000 GIRT DISTANCE . . . . . . 1 .0000 GIRT DEPTH (IN. ) 2.5000 NOTES: • • ADM NOVO 3j997• I :96i)i) T 75 n14114-1011 rIT17 0 4 a SSE. 30 30/14 20/2325 EL 4 JOINT FILE c.-7.200.4a1 . -.Fra RPArTInN AND LOAD RrHPMATir DATE 10/31/5;7 F ALL REACTIONS ARP IN VI PS OR XIP—FEET • DL •4 ..... 1 7 -.8 2 . j0 I HT F-ILINDER HG 1 . 4 1. 4 1 :1 Li d Load I: DL CL LL • ..... ............••••, ...... 14 -1.-- 4 . 7 ; 0. 2 1 . 0 1. 1 Lite Load ( LL ) .3:1 Collateral Load (. 1.2:OLL • ,••••• • ............ • 1 . •• 1 . • • 7 4 O. Cl 0. n 4) Snot.0 Load I. SHOW) Lona. Ea rt.h Qu. ke C LEG . . . . . • . . . • ADM NOV 0 3 1997 • • . ^ STAR BLiILDNG SYSTEMS F.360 0 S. I-35 KAHOiA C2c. 04 SSB 30 30/14.06 20/23.25 ri 4 FILE c.-72g04 � f I NT �E�CTION �ND LOAD SC�E�A�I� �}ATE� 10/31/�7 PAGE a ^ r•=•. U- REACTIONS ARE IN KIPS DR NIP-FEET --' --' � 5~1 3. 9 O �° �—' r � ^~ O. 3 7. 2 1 . O , O.7 O. 7 6) Hind Array 1 ( WA1 ) 7) Wiod Array 3 (NA3 ) --'------ --' . 6 6. D 3. 9 4' O O. 5 7. 4 8) Ninu| Array 2 (WA2) 9) Ninci Array 5 ( NA5 ) � _ ..... • O � --° O. 3 • U. 7 O. 7 • • 1O 4 14 el- . • ' ' ' � � ��N| NOU � 19�7 ' .,~.' 0 - - • 11-7.XPN2nIN DATE OP DESIGN RUN: 10/31/ 7 09HR 'J-MIN 20SEC RTnRFn FRAMF flFTADru. FLFmFNT: fer. port/hoiT:e/mcaffeyfjobs/92004a/*,:03L. 2 UsEq- Id N=tm,=. Job c72004a x03L.2 FRAME SHAPE SINGLE SLOPE PRAME WIDTH fFT t 30.000000 LS EAVE HEIGHT (PT. ) 20.000000 HS EAVE HEIGHT (PT. ) 20..4:2000 ROflF n! OPE (IN. ) HOR7. PURLIN SPACE ( T. ) . .000000 UM. OP INTPRIJ1R rrt! HMN . . 0 RAFTERf RAFTER gNEE DEPTH ( IN. ? '7.0000 RAFTFR FAsi4 mFFTH ( IN. ? . . 17.0000 PURLIN niSTANCF ( IN. ? R.F000 PURLIN DEPTH (IN. ) . . . . . . . 5.5000 LOW SIDE COLUMN: COLU!'IN BASE DEPTH IN . . 12.0000 COLUMN KNEE DEPTH (IN. ) - . 12.0000 GIRT DISTANCE IN.. . . . . . . 1 .0000 GIRT DEPTH (IN. ) 2.5000 HIF:H SIDE COLUMN; COLUMN BASE DEPTH ( IN. ? . . .1 .0000 COLUMN XNEE nPFTH (IN. ? GIRT DISTANCE ( IN. ? . . . . . . -1 ,c)0c)0 RIFT DEPTH (IN. ) R.5000 NOTES: • • • • . . • • • ADM NOV 0 .3 1997' • . . • . . . . . t , STAR L"_ __ _ D_N_ SYSTEMS_T1_ _ _. OXLAHOMA CITY, T OK 10:., _ RSR 70 ' JOINT REACTION (.��•:=1 SCHEMATIC CL 1 ^_ I^LC._ �'i:':�.'�'L�_ n �1_ 10/31/57 PASE (0 AIL REACTIONS ARE IN KIPS DR KIP—FEET • DL a. 1 JOINT NUMBERING -1^ 1 U. 1 1 . 0 1. 0 1 ? Dead Load ( DL ) L • _ CL 0. 1 CI. 1 6. :... .: 2 0. 6 I_I. r. Lit...Lit...e Load i. L._ 1 . .7.) C•,i lati_r•al Load I: L_Ol_L j SL • • f i.n.� j C).9. + 4 4. 3 4.: 4 0.0 ' 0. 0 4 1 .Show Load ( SNOW ) `_.i i Lona. Earth Quake e 1: L..EI! i ADM NOV 0 31997 STAs .: iLDIN3 3Y'STEm3 5361;ci . 1-35 DVLAHalA CII-Y, 01: ..1:2E- 2i....04a 30 30/1470,:-. 20/1777. CL 1 FILE JOINT REACTION AND LOAD 6Ci4Ei--1ATIC DATE;.: 10/3117 =-A17-,E U ALL REACTIONS ARE IN kiPS OR KIP--.FEET '' _...... i 3.3 2.0 0.'7' 0. 2 4.2 0. 6 0. 4 0. 4 51 Wind Hrt ;,,,, , i ' NH] 1 71 Wind krrEo . 3 ( NH3 ) _ _...... ,.. . .. ...--- •!. .0 1 . 0 2.0 7 M .....0 Y Y , r.'.. .' 2. 4 0. 3 4. 4 RI Wind Hrtd. . ,..• 1Wk21 c.' s Wind Hrrai , 5 INH51 a. 4 0.2 , 0. ....! 0. d 11 1 0 1 1,1 3.r id Ht r r-it 4 (W41 . .. .. . ' • • .. _ S ADM NOV 0 3 1997 . . ��T� , O� JOE: SS� 30 �0/ �+^ »� ���2� �5 . JOINT REACTION AND LOAD 5C�EmATI2 �A�E� 1013i /7-7-7 �D-E �2�0�a� ^ �re rAF3E ALL REACTIONc: :2RF TN nR KIP-FFET --- L3An COMmINATInNc: HS!"--D FnR FRArlE DESIGN DL+LL+COLL 2) DL+COLL+S!\3W 3) DL+LEQ 4) DL+COLL+LEQ 5) DL+WA1+WA3 6> DL+.4A2+WA3 7) DL+WA3+WA5 =) DL+COLL+WA1+WA3 9) DL+COLL+WA2�WA3 10) DL+COLL+WA3+WA5 11 ) DL+COLL+SNOW+0.50 W414-0' 50 :AA3 12) DL+COLL+SNOW+0.50 WA2+0' 50 WA3 13) DL+COLL+SNOW+0.50 WA3+0' 50 WA5 14) DL+0.50 Sr-.1OW+WH1+WA3 15) DL+0.50 SNOW+WA2+WA3 16) DL+� 50 SNOW+WA3+WAf 17) D!-+WA1+WA4 13) DL+WA2+WA4 19) DL+WA4+L-.1A5 20) D!_+COLL4-1A4414-WA4 21 ) DL+COLL+WA2+WA4 22) DL+COLL+WA4+WA5 23) DL+COLL+Sr4O4+0'50 WA1+0' 50 �(214 24) DL+COLL+S�0W+0.50 WA2+0' 50 t-JA4 25) DL+COLL+54+0.50 WA4+0' 5) 26) DL+�'50 SrqOW+WA1+�A4 27) DL+0.50 Sr..1qW+WA2+WA4 28) DL-1-0.50 SN0W+WA4+WA5 • . . ADM NOV0 31gA7 - -- Star Building Systems, OKC, OK User: mcaffrey Page: Shell Design Program - Version V23 Job Number: 92004a Design Summary Report run01 Date: 10/30/97 Manufacturing Plant - Rocky Mount, NC Start Time: 12 :10:51 ***** MAIN BUILDING SIDE 3 ENDWALL COLUMN DESIGN ***** (ENDWALL COLUMN REACTIONS) COL COLUMN BASE REACTIONS BY LOAD GROUP NUM D W+ W- 2 0.193 0.000 0. 000 V 0. 000 -2 .479 2 .841 HX 0.000 0. 000 0.000 HY 3 0.198 0. 000 0.000 V 0.000 -2 .921 3 .139 HX 0. 000 0.000 0.000 HY V=VERTICAL HX=HORIZONTAL MAJOR AXIS HY=HORIZONTAL MINOR AXIS IN KIPS ADM NOV 0 31997 Star Building Systems, OKC, OK User: mcaffrey Page: 1,4' Shell Design Program - Version V23 Job Number: 92004a Design Summary Report run01 Date: 10/30/97 Manufacturing Plant - Rocky Mount, NC Start Time: 12 :10:54 ***** MAIN BUILDING SIDE 4 ENDWALL COLUMN DESIGN ***** (ENDWALL COLUMN REACTIONS) COL COLUMN BASE REACTIONS BY LOAD GROUP NUM D L S C W+ W- 1 0.722 2.560 1.792 0.256 -2 .318 -2 .318 V 0.006 0. 054 0.038 0.005 -0. 049 -0.049 HX 0.000 0.000 0.000 0.000 -1.649 1.948 HY 2 1. 050 7.703 5.392 0.770 -6 .804 -6 .804 V 0.026 0.231 0.162 0.023 -3 .290 3 .113 HX 0.000 0.000 0. 000 0.000 0 .000 0.000 HY 3 0.477 2 .560 1.792 0.256 -2 .318 -2 .318 V 0.005 0.044 0.031 0.004 -0.039 -0.039 HX 0.000 0.000 0.000 0.000 0.000 0 .000 HY V=VERTICAL HX=HORIZONTAL MAJOR AXIS HY=HORIZONTAL MINOR AXIS IN KIPS • • ADM NOV 0 31997 . . • • : . I—f . LL er! ; W , -,-..- !;:-.' ..=. : -.-- . : CO r--... *.. '.1% LU .--. . .:1 -..• - -1 1-:•-, : Ls... LU I .;_-, :. L.1.1 -1_.:, •:I . I= . F- =1 C, • 0 : I b-.,1 --- I :. 7 , ___. i•-• L...a : 14' a:I it: ' '•`-i li -..-.• "•1.• 1- 1=e -:::— • I LU C, ,_; : : . CL. • ) 17,1 . _ CO ID 1.-1••• =, ' 2i-- 1..1.J tI I— i 1 . Cx: .--. Ill . .n • .• I Lr.i •:I :. .: :• \II I- 1...--1 ....I ... - -•••• ....-. LIJ :: -1:1-00 Co I- ., , c...! 1:71,•171::1".:-:X0, •1------: L-, .• CD .: I-ct I -.:1.•••0 CO O._ L.Li I.r.. • . U-1 • --a '.7.... : 1.---i . CO . : • • CO ... .::.:-OD C.0 '... Ej LU -• i n '1-:".. .•: •,.1- ..--1 i ',.. r-0 i CL-. ... : -.. : . LU 11%01 .:1•-•0 ::•:: : ....• i_rf •--- C.) ,...4 ::.:: : : C-1 : ,-.. . •••o •:i •:.:.. - : _I -J i=, S : Lti LL. _...„ •-•.- • • • LIJ If) . : 1-, H-----I ...-. LI : .::- i - 1 •-• I t.ii I I:,....- r ....j .....„ ....4 ...!--) . 1 7.- .:1 1,-...11 f.k.:: ..-I 0...1 : CO CO ":: • ' •• ••• • : 0..1 C.:I 00 ITI C, : -.. .-1 ;.-7-: C‘...1 : LI—., • . .7.: ,.. 1:0 : -..-E . 9t '6Tx17/Tx9-; .7...-_-. .—. .....4 •:i ::•:: 1 - P.:, 12.1 : -. .,:-.....•- 1.61 --- 1.-.-1 ill : 1 - if) ill Ci..-Z-I I • il) . „ if:, !•,_ ; ,=, :•17. = I--Ct.CCJ .2..I q:2•1 - -IF- • . — :-.- ---, I-4 C. -.- (77'I t•'•••;-•i cc: .-. • •-• Ti,._. LU F-- 1. •1 t i--- ..,.... 1..' ., . •::E i '--'•":':.-i • I-• CI in ,- b --.1 1Y :7) 0- : CL ,---. ' 17.-kr : ril l' CE ,..._, 1 ,..,-.' : '•• t 1--- 1...,..1 • : ::::•:11 : . • ' • . i • 1 . - • . • .3. . . . . .• ... . .. . .. . i ... .. . . . .. • . ' ADM NOVO 3 1997 • ERAME DEL-;IGN 4 :::-RAME DETAIL INPUT EXPAN2IDN , -- --- - - -- -- -- -------- - -- - -- ------ LAE OP DESIGN RUN: 10/71/S7 )ç-4R 1s•MIN 3SSEC ilsr:f r +-Fry STORED FRAME DETAIL DATA ELEMENT: , it*,it*,it*.:it* :it*?!t :it:it*.,tt*.ri:*!itItt .*.*.:i:*it*.7it:tri::itrit*.i:*rit*.rit*: .,it:•:: :itlt:it*t*.itltri-.:titit:i1::•• fexpdreinomfmc “rey/ obsf92004al'x04L. 2 Usdr Id . . . mcs“rdy Run Naind . . . . Jot Naile . . S2004Fl lo Nais. . . . x04L.2 *.li-iti,•* :itit*,it:ii ,,t* :****•*• 1,•:t-.* :•It****.t.**• **********•*:,.:***:it***:!t*** 7:-AME SHAPE '..tY:-!NFTRIrAL FRAME WIDTH !FT t 10.000000 LS EAVE HEIGHT (FT. ) 20.&25000 HS EAVE HEIGHT (FT. ) 0.000000 ROOF SLOPE (IN. ) 0.0000 HORZ. PURLIN SPACE (FT. ) . 10.000000 =rrit...= ... : . ; 1 .000000 NUM. OP INTI=RIflR rfl! UMNS. . RAFTER: RAFTER gNEE DEPTH ( IN. ) 2/.:;.. 000 RAFTER PEAi4 DEPTH ( IN. ) . . 1C1.(:)0(:)0 PURLIN DISTANCE IN 14.0000 FURLIN DEPTH (IN. ) . . . . . . . 11 .50°0 LOW SIDE COLUMN: rG UMN BASE DEPTH ( IN. ) 12.0000 COLUMN KflNEE DEPTH e. IN.. ) . 12.0000 GIRT DITANC(27 G.N.. ) 4.'7.'5(10 GIRT DEPTH (IN. ) 2.5000 NOTES • • ' • - • . . _ .. , . . . . . . . . ADM NOV 0 -3 1 9 9 7 - I STAR BUILD'NS s'YSTE.:11F-.3 E3600 S. I-35 riki Ai-10Y-1A CITY, :3013 2OO4a 72.'7' VPrIrt al Fr-tun= FLR-:: -.7"' ' E H FILE =?:2004a1 izra. 10T NT RE.ACT'FIN AND LriArt Ps-HP:1AT In nATF;1 Of L/= F-"ASE 1.7 ALL REACT IONS .1-4RE IN XI PS OR KIP-FEET 2 1 4 ...10 I NT NUMBER I H!3 Ci. 4 0. 4 1 :1 Dead Load ( DL • • 2. 4 2. 2:I ric..1. Load AL USER SUPPLIED L.0:ADE NO. I 3 .TYP:= DIET LOAD XL NO I 3 TYPE DIET LOAD XL -•• - (2....3111-3 T.NAT IONS DES L • ) WI ND L...OAD . . . . • • • • • • • • • • • • . • . . ADM NOV 0 3 1997 t t : U.. .4._ : i•- ,ri : LLI - .5— . :-- • • Ci, Li...- . (Xi tt-t . ..t:..... r..7:` ; •:/ —I in 1.1... cE, 1.0 . •• ] 1:::_i 0- L.Li : t--• .:1 : l•-• . ---- • ILI-1 i 1:-...1 C.-1 .; .--.:.. At-"it..1.11-•• I-- i,i" : 1.1-.1 :i • .• .. 7cx.:LL:111..1.12:I - •• .• .. i Cs .._:, : .:T. :: .. sj I .. fj•• CI : 7.7::: - •• .. - .. 11.r..1 -• -• )ro • .:I -• .: = — - .. - I--- CD !• at': •• - - .. I-I -=.• —... L.1 VI .:•• : 1.- - •:/-CO CO -•,• 1.1-., ' - .. - L.L.I at : -I • 0-.1 .. - 17.1 Tr 1%.7.1.-.6 ••--- : 1:."CI n..--1 .. .. •:i .-4 .... ..:•:: i . •• :: .. I T...-....t.I -J•••0 CO • I.1 ..... t..1 - ..• , . .i 0- C CI LII - 0 .. - Li:, :•47.1 - - -. - s i.,_s -!.." : _J • .. :: • , n-i 1.--' CO - - CO U. .:•:: . .- ::{..:CO 1.1.-• . - - .. CO 1.4.1 "1- :: -..t: ••-I -..1 I '...,r..5 I C I-I ▪ .. -.... i 0... x I .,., :: ,_, -•-r. . Li ir-7-.) •:i•••0 -. -- .. ....-:: •••• (....., ▪ .• -.--, •-•,- ...... . .. • ....... : D i —I CI • : Li .---. 3-: • L.. = : F., 14:1•1 ' : . • 1.43 LI-.1 '•• • : _:- ••••-- F:fl::$.43 - . —1 1.....i .-_.... c...1 1 :::•••Li : Y. _1 ...-. •.--1(El . I ....z. : i--4 ;; •.1 -1-i- •Z I cti I '--• Cr.: C:. C. : :::::. -1..?• sli I-1 • t•-'1 0-1 tit.":. .....1 VI-- :, ID . Li..1 -c..... --.:.Lt : •• F- II:1 • Li t . ::.t CI .-..... •-•I •:X ..:•:: I ,.`:•-2:i.-.: "::::I:Kt,/I --,- 1....-,I co CO Tr a.... '. • I , ..._,...- LI- Li ILI-I Li I--1-:- - • C..I CO 0:1 CL•:2 J I.: : c..... ._-:., -:•.• • ••••...•..... ............ ,------• • ••• .:=.:::.•T. ...,.... ....... Ti -,.... I.1 .._.. 1......i C.,...St ._,-.. ....'i ... .:i p..-1 I.7.4 -.I -1 :X C.0 •--t ' 4.... . ::: . .• .:I f- Li • . . ...: .. . . . . .. . . ADM NOV 3 1997 • • . . . .. . . . . • . . • ... . • . . . . . . . • 0 ., FRAME Dr-7•SIGN .tt: FRAME DETAI! INPq!T !:=XPANInN - 09HR -7)0MIN 02SFC Us.sr mca-Ffr:E=y P.TrIREn FF474MF nETAfl nATA LL.. ,!t *4: it*it 4,4. *!: 74: .3.4.4.4. * *.:!:*4: /expdrt/home/ E - freyfob /92004a/ OTiL User Id mcaf-frey Run Name Job Name c."2004a File Name . . . x05L FRAME F,HAPE SYMMETRICAL FRAME WIDTH (FT 10.000000 LS EAVE HEIGHT (FT. ) 20.000000 HS EAVE HEIGHT (FT. ) 0.000000 ROOF SLOPE (IN. ) 0.0000 HOP:Z. PUPLIN SPACE (PT. ) 10.000000 MMT SPACE (FT. 1 .000000 NUM. OF INTERIOR COLUMNS. . 0 RAFTER RAFTER 44NEE DEPTH ( IN. ) RAFTER PE44. DEPTH ( IN. ) . . PHRLTN DISTANCE (IN. ) 14.00C:0 PHRLIN DEPTH (TN. ) . . . . . . . 11 .5000 LOW SIDE COLUMN: COLUMN BASE DEPTH ( IN. ) 12.0000 COLUMN kNEE DEPTH ( IN. ) . . 12.0000 GIRT DISTANCF ( IN. ) GIRT OFPTH (IN. ) 2.5000 NnTFR: . . • ADM NOV. 0 3 1997 ^ ' STAR BUILDING SYSTEMS abo0 S. 1-35 DVLAHOMA CITY, [v �011 7-2O04a K Portal Frame 7-'0` Bay 20. 0` F.H. 72O04a1 � JOINT AND A� LmAn SC�E��TI� ��ATE; 10/31/�7 �A�E 7-�v ^ re ALL REACTIONS ARE IN KIPS OR KIP-FEET 2 --- 3--- 4 4 • JOINT NUMBERIHG 0. 4 0. 4 11 Dead Load ( OL ) - 1. 2 1. 2 � 1. 2 2. 3 2. 3 2) Wind Load ( WL) USER SUPPLIED LO�DS NO. I J TYPE LOA3:: IL NO. I J TYPE DIST LOAD XL I-WL 2 1 CONC 0. 0 1. 3 LOAD CCiMGI !Ai-IUN5 USED FUR F�12,1E _______________ ________________________ 1) WIND i-OAD ' • • ' ADM NOV 0 3 1997 Ao 31 OF <TAP * � � Ir \ 1311-AIL BUILDINGS 617- 2aa BUILDINGS tAh/ COY L0l31 II"' filirr.. ....-0 14(1 ,4;13...j,_7 ------® ® 1/4"CUP W1TH 1/4"GUSSET 1 Iii ___6_________ WITH (6) 3/4"/A325 BOLTS IT 1 i______,-...,,,.....,,,,,,,.__ ..... 1 -1 r- ■._. 14"UNLESS NOTED OTHERWISE i' NI i i 1/4" CUP 1417H 1/4"GUSSET i i 1117H (6) 3/4"N A325 BOLTS i ill 61 AT 12'BASE PLATE ® AT 1O'BASE PLATE ANCHOR BOLTS AS 1 AT 8"BASE PLATE SHOWN ON PROFILE \, iL 11_ In UQ,, cc,„ �Q STEEL LINE PORTAL FRAME COLUMN BUILDING FRAME COLUMN I55Tt2 3-I2-97 PWG #PP-I ADM NOV 0 31997 -� BUILT-UP SECTIONS - __ .... ... i Properties of Section SECTION Bf x Tf / Tw ! 0 A ' WT. 1 Ix Sx rx Iy Sy I ry I, rt 1 d/Af 1 Fb (dimensions,IN) (IN2) I(LB/FT) (10 (IN3) (IN) , (10 (IN3) (IN) (IN) 1 (1/IN) (KSI) 915 x 12.4 5 x .178 /.125 /15.356 3.66 1 12.4 138 17.9 6.14 3.71 1.48 1.01 1.26 I 17.25 25.031 " If6 I815 x 14.9 5 x .250 /.125 /15.500 4.38 14.9 I 181 23.3 6.42 5.21 2.08 1.09 _ 1.32 12.40 28.993 Y 815 x 16.6 6 x.250 /.125 /15.500 4.88 16.6 210 27.0 6.56 9.00 3.00 1.36 1.61 10.33 , 27.034 818 x 17.9 6 x .250 7.125/18.500 r 5.25 17.9 311 33.6 7.69 9.00 3.00 1.31 A ` r 1.58 1 12.33 26.531 824 x 22.4 6 x .250 /.1489 /24.50 1 6.57 22.4 613 50.0 9.65 9.01 3.00 1.17 1.49 16.33 25.811 818 x 22.7 8 x.250 /.1489 /18.50 6.68 22.7 405 43.8 I 7.79 21.34 5.33 1.79 2.12 9.25 23.089^ D X---X 824 x 24.9 6 x.3125 7.1489 /24.625 7.32 24.9 726 58.9 9.95 11.26 3.75 1.24 1.53 13.13 28.194 I 810 x 25.5 8 x .375 7.1489 /10.75 , 7.49 25.5 174 32.4 t 4.82 32.00 8.00 2.07 I 2.31 3.58 31.957 -10-4-Tw 818 x 26.1 8 x .3125/.1489 /18.625 7.68 26.1 492 52.8 8.00 26.67 6.67 1.86 2.17 7.45 26.229 r 824 x 27.5 6 x .375/.1489/24.75 8.07 27.5 840 67.9 10.20 13.51 4.50 1.29 1.57 _ 11.00 29.465 827 x 29.1 6 x .3125 7.178/27.525 8.56 29.1 991 71.8 10.76 11.26 j 3.75 I 1.15 I 1.47 114.73 28.486 Y 11 910 x 30.6 10 x.375 /.1489 /10.75 3.99 30.6 214 39.9 4.88 62.50 1 I 12. 50 2.64 I 2.90 2.87 30.071 827 x 33.4 8 x.3125 7.178/27.625 I 9.81 I 33.4 1224 88.6 11.17 1 26.68 I 6.67 1.65 I 2.04 1 11.05 125.523 810 x 35.7 12 x.375 /.1489 /10.75 10.49 35.7 255 47.4 I 4.93 108.0 18.00 3.21 3.50 2.39 128.302 827 x 36.8 8x.375 /.178 /27.7510.81 36.8 1416 102.1 ( 11.45 1 32.01 8.00 I 1.72 2.09 9.25 27.596 7.6r 824 x 4 1 8 x.500 /.250 /25.00 114.00 I 47.6 1489 119.1 10.30 42.70 110.67 I 1.75 2.12 I 6.25 131.468 924 x 54.4 10 x.500 /.250 /25.00 116.00 I 54.4 , 1789 143.1 110.57 83.36 110.67 I 2.28 2.70 I 5.00 129.484 The above sections represent built-up sections selected by the CDS endwall design software for ail U.S.plants except LKF. The.125"and.1489"web materials are not available at the LKF plant which stocks.1345"minimum web with.178"as the next incremental size. Also note that the 815x12.4 section will not be selected for the MTC plant because they do not have.178"flange material. Fb calculated with Cb = 1.0 and Lu = 0 PIPE SECTIONS - 46 KSI YIELD . „ __ ' SECTION 1 0.0. T AREA I WT/FT. I4 r (IN) (IN) , (IN ) ! (LBS) (10 (IN) I 4i 0 5.8 14.500 .125 11.718 5.84 I 4.1141 1.547 NOTES: T - 1. Star C Er Z section properties are based on steel • Iaz 0 7.34.500 l .156 2.129 7.25 5.028' 1.536 having a minimum yield strength of 55 ksi. I 61 0 8.7 6.625 .125 2.552 8.67 13.486 2.298 2. Cold form section properties have been calcu- lated in accordance with 1986 AISI specifica- T 67 0 10.3 6.625 I .156 3.170 10.78 16.594 l 2.287 I I tions. I 0 12.9 6.625 .188 3.801 12.89 19.7081 2.276 3. Star built-up section properties are based on 61 0 15.0 6.625 .214 4.407 14.98 22.6331 2.266 steel having a minimum yield strength of 50 ksi. 1 O.D. 61 0 19.0 6.625 .280 5.581 18.97 28.1401 2.2540 6 s 0 28.6 6.625 II .432 8.405 28.57 40.4901 2.200 81 0 28.6 8.625 1 .322 8.400 28.55 172.5001 2.940 PAGE NO. STAR BUILDING SYSTEMS STANDARD STRUCTURALS A. SECTION PROPERTIES 6A- l ,\ All U.S. PLANTS CURRENT 10-1-95 ISSUE 5DATE i 9 4. � t Hil III1 I a `i7 4! ! 4i i ,e i 34 I 4e I 4 34 ( 4i .e►.- 36 PANE..PROFILE • e ENGINEERING PROPEYMES OF 5T>$L DURA PANEL 1 I I OUIS0i E IN 11610E IN cadSTEB. TOTAL. I ! � 4 S.ON € M. MIC.. FY Wim,4T I= ! Ss k 1 5 I pt) On 1 acstl U/F1� Fp (tN. /Fi 1 i f>„.'IFTI cot. TFC! I ON tIfT1 t 11471 • 3 1 31911 .0217 ! SO I 1.0522 I 0426 I 04928 I ICU I 04324 I 33 24 .025T .006 I A I 1'.,, I .04534 i Iwo I itsz I 25178 ( 30. L Std plows)wE 3834 atCANED w.1cR6u4CE wrn4=WENT 4est 7971 6 2 maim YIELD 51AENG7t4 OF STEEL 3 9 tB. I STL$1HODESS"vias 17511 tN OETEwraNG SECMN Pi10PERTIES TOTK Neves:KumES fr_ZINC.Jr•NG ALLOWABLE LOAD(PSF)FOR ;NOMINAL GIRT SPACNG I SPAN LCA0 GIRT SPACNG G G CONOTi10N COM/1110N `4 .3-0 6.0 � T'-0 PRESSURE52_57 1617 I 2632 SU4P E 34 1 2L74 • SUCTION I 5 SLM gZ I 26 19.41 y PRESSURE IG.a 8315 52Lp6 2 57At1 SUCTION 36.0 26.32 12>i.'L 3 74_s 46 75 PRESSUREI 61 L 77 32.35 3-SPAN• iT15o 65 14 41.92 SUCTION � 1C01 u 3L� 47.:6 36.32 PRESSURE 56:3 19114 SIMPLE 6119 77 115 23 SUCTION 5.25 =% 2114 63^49 'A1- 7114 PRESSURE 5 5 3337 2814 24 2 A24 754.55 3148 56Z SUCTION I Sari 3914 3 15295 8651 5.73 PRESSURE - 6907 37.°6 2524 rn • 3 S�aH 71.13 7110 44.15 SUCTION 114 32 7 0.53 48.8 3 64.34 4313 . ALLOWABLE LOAD'(PSF)FOR STANDARD-GIRT S?ACNG 1.040EAvE HBc TTS GAGE WNAIION 1O•-4 12.O 14'-0 16.3 3T-0 24I-0 30.5 27.97 .3135 3137 . 40.47 7..."F34.83 34.8 19.11 35.:3 33Z ( 34.06' 23.55 X.24 35.M 1II37_33 II 3•l III 3351• SUC1r4 • 3237 34 92 3751 9IZ 041• l 32_563423 31101 1E 39.04 �37.M0..Z 3537 3S.SS .am = P• - 41.53 2,3 t TOP•414115 4$43 31571 ON BEMOwG IF3 WINO LO40 PNpc„r_i5INC.L•OE] i' T'R06 a' z 80rta+v+auES 4411E 3A5 ON DEFt:C QN OF u� u 7106 .,a, I =Moo FAST'cMfJ Pt0..avec vAUlf IS Z2 L3S�F4S7EhEf4 imat'rXNG.4 1 �- a J� I�+GFASF alp vase �s� f '• '4.41W. ` STAR MANUFACTURING CO. cm.A.ow 4112,cKwFa�4A ). D U R A R I S 6A-1 O -..rie.'^..- - WALL PANEL PROPERTIES 01.1•.0+...0S 3-37-85 'Yt'�'Sx~�, . rt " ',-„;('Yf...'�f�'+ x..e (F Jt 4.! 34,-•+a. w d.Fy:•.�...,,.d !...y , ay. r � s�e�*t-x ”f: + -:���� .. .. : Prq."0,",. > .',,t." 11 ka w.-41 3 -1':14c,�.- sr+e..�c fba"'ti" - ." , ��,: - TECHNICAL b sTAR • "Y DATA f g "Cul41 „s-.' •••••_'�•:„,..„,,„,..„,,„, .e,'. sr• yro..A. ,' r'1. r+ ,.a;egm a..e 3 y.8. -,:: -.. n*. b� ; � � .' -*7�" terSbref Raaf•an PPr.o ertr rdk x _ ? .. • r ,b: ` , d"� --�z^IuL, fi . �° ''. �, j z«Z, r < ,,,,. , yY , ✓..,;; -�,'ky✓,• r STAR BUILDING COMPONENTS tr STAR BUILDING COMPONENTS tr STAR BUILDING COMPONENTS N ryso, NI NI I / i • 1 1 _27 19.4 23 I 24 PANEL PROFILE ENGINEERING PROPERTIES OF STEEL STARSHIELD PANEL OUTSIDE ININSIDE IN STEEL COATED COIMPRESSION COMPRESSION GAUGE THK. THK FY WEIGHTFb (IN-) (IN.) (KS)) (#/FTS I Is S= t= Sx (ksi) (IN.',!FT.) (IN.=IFT.) (IN.'/FT.) (IN.2/FT.) 24 I .024 I .0259 I 50 I 1.294 1 .29826 I .12420 I .14934 I .08556 I 30 22 I .030 I .0319 I 50 I 1.594 I .36780 I .14290 I .18420 I .11355 I 30 1. Section properties have been calculated in accordance with the 1986 AISI Cold-Formed Steel Specficaticns with 1989 Addendum. 2. Steel thickness was used in determining section properties. Coated thickness indtdes galvanized or zinc-aluminum coating. ALLOWABLE LOAD (PSF) FOR NOMINAL PURLIN SPACING PUG SPN LOADGAUGE CONDITION CONDITION I 2'-6 I 4'-0 RUN I PAC.N 5'-3 I 6'-0 GRAVITY I (142) I (89) I 68.31 I 47.44 2-SPAN UPLIFT• Fastener I (69)(67) (58) I (333) (28) -Tab (50) (42) GRAVITY I (162) I (101) I (81) 59.30 24 3-SPAN UPLIFT• Fastener (76) (47) (36) (32) -Tao (78) (66) (591 (49) IGRAVITY I (156) I (97) I (73) I 55.37 4-SPAN UPLIFT- Fastener (73) I (46) (37) (31) -Tao (75) (631 (57) (47) GRAVITY I (142) I (89) I (71) I (59.1) 2-SPAN UPLIFT- Fastener (67) (42) 1 (33) (28) -Tao (69) (58) (50) (42) GRAVITY I (162) I (101) I (81) (67.5) 22 3-SPAN UPLIFT- Fastener Tab (7fi) I (47) (36) (32) (78) (66) (59) (49) GRAVITY I (156) I (97) I (73) (65) 4-SPAN UPLIFT• Fastener (73) (46) ) -Tab (75) I (63) (57) (47) 1. Values given in the above table which are not in parentheses are based on section properties. 2. For gravity loading: The values shown are based on stress except values in parenthesis are contrciled by panel cic cricciing. The allowable gravity loads shown will result in less than 11240 panel rib deflection. 3. For uplift loading: The top values are based on standard panel clip fastener pullout in.064'thick purlin and includes 1/3 increase for wind.This value can be increased with thicker purlins andkr additional fasteners but cannot exceed the tab capadty. The bottom values are based on Tao pullout of seam and indude a 1/3 increase for wind. The allowable uplift loads shown will result in less than 11180 panel rib deifec:cn. EFFECTIVE MARCH 31, 1995 PAGE T-32 FOUNDATIONS for D . W. TRANSPORT Uncasville , CT 06382 W. COX ASSOCIATES , INC. Post Office Box 919 Westbrook , CT 06498 ( 860 ) 399- 9696 KEITH N. KNOWLES, P.E. Consulting Structural Engineer' '�'. or ",,, 29 Shaw Farm Road =%'`Q��� NI �e Gey= Holliston, MA 01746 * 1 No.10087 Q. (508) 429-4702 • TAy4 Off. 9FGISTER�� 5/• NOV 12 1997 JOB J/ 1i Tri1"1 VPcJ � 4 c ./✓l// C KEITH N. KNOWLES, P.E. �/ �r Consulting Structural Engineer SHEET NO. �✓ ✓�C OF 29 Shaw Farm Road N/ CALCULATED BY /Z � 4-e-77 HOLLISTON, MA 01746-2525 DATE (508) 429-4702 CHECKED BY ,/ DATE SCALE / Prii 7_r Q 7J Q LI �/ 1 • `s/O/a y (;)4 (1:-,N) \ n V"r1 r Ca t r1/2{ii \____ _._, J1 "r-N `.4 SI II Q C>cJ[ ab N1 Q I 't --7 Q 1 V ------t„ €::•;) (----;\ , , N C o 1 o \ (-- )- \ 40 -;•;,.. ... a. 'V O r - V C� j Ul n n ( ,, f KEITH N. JOB 1 W 7 Io- 7 �(i riq, ',//ef CJ." KNOWLES, P.E. hi GDX --- Consulting Structural Engineer SHEET NO. r`/�i/�GJ� OF 29 Shaw Farm Road CALCULATED BY /A `� / DATE II-t-/9 7 HOLLISTON, MA 01746-2525 (508) 429-4702 CHECKEDyDATE V SCALE �j�� r-e0-(�L, r g 4-4°I Ork, 6 4 le-a- Z. Z. 31/2.. ' Ar 11 27,-) ' z ii-1 / ' Kr" ./1. = 3 D t,-va-r 4 792--'V N/ "er' 7 1-0 x V > 3 , p 0. / / Gx ‘ — /n/p 1''/ W f (ioc ) SQ - 0117 T /z yle.ve nt/W Ay/ 1"11° / 7:Fir. -4r/G4( e y!o4o, c_ e--Go .. uC sGT 'c/ Ski- V ‘ t e. ie-67/0N ramminimmimunima 2- 4 z/-/-6 /1/' 7 A P 1.- z (z.rj--4q /Y 3d /> )-6.-)-r/ z 3-Y-5 /4 . :,,✓fs�m--e /4,,, q/,/ FL .. '_/ps 74 Qh //Dc LL -Z-//6 f-/,L 74-,: //`� /r')( )-6_y0`" / x crz d Keith N. Knowles, P.E. User: KNK Page 1 Concrete Slab-on-Grade for D.W. TRANSPORT, Uncasville, CT. Reference: Six-inch Slabs-on-Grade Date : 11-12-1997 Overall Slab-on-Grade Thickness, t = 6 in. 28-Day Concrete Compressive Strength, f ' c = 3 ksi Unit Weight of Concrete, = 150 pcf Concrete Cover taken from the Compression Face to the Interface of the Two Layers of Reinforcing, = 2 in. Area of Reinforcing Steel per Foot of Width, As = . 0286 in. "2 Yield Strength of the Reinforcing Steel, fy = 70 ksi Allowable Working Stress for Reinforcing Steel, fs = 46 . 69 ksi Allowable Working Stress Factor (fs = fy x Factor) , = . 667 Diameter of Reinforcing Bars or Wire, db = . 13 in. Number of Layers of Reinforcing Bars, = 1 Coefficient of Friction, F = 1 . 5 / M / Spacing of Control or Construction Joints, L = 23 .73 ft . 7/S ' v Applied Moment Due to External Loading on Slab, Mapp = .2954 ft . -kips Cracking Moment of the Unreinforced Slab, Mcr = 2 . 957 ft . -kips Ultimate Moment Capacity of the Structurally, Mu = .4455 ft . -kips Reinforced Slab-on-Grade Effective Depth to Center of Reinforcing, d = 3 in. ( d = t/2 ) Unreinforced Slab Safety Factor = 10 . 01 ( S . F. = Mcr / Mapp ) Reinforced Slab Load Factor = 1 . 508 ( L.F. = Mu / Mapp ) Percentage of Reinforcing = 0 . 040 Weight of Reinforcing = . 1946 psf Bar or Wire Size Selected Bar or Wire Spacing 6 in. Area of Steel Reinforcing �. y� sq. in. per f t . of width Provided in the Slab JOB d1.14/.Tra41.3196rfi, G/1,c-t.1 v lc c?: KEITH N. KNOWLES, P.E. GV,C0 X— - Consulting Structural Engineer SHEET NO. OF 29 Shaw Farm Road CALCULATED BY ,4/ ' //l A DATE C1p 97 HOLLISTON, MA 01746-2525 (508) 429-4702 CHECKED BY DATE SCALE C4'47 .31 A. liCeqc7)i k,1-. -/ry/I. •-r7-41/< Lob 9 4,,1,., CZ. I C<. ? 3 CL Y t I (-) IT 0 -07 J 4- d,1 — 0, / -1- .°- - — 0,1) _ -N 0,1, — 0. Y N -f. 1,o -t. i, o + kr -1- /, . 4 / r 4 / 6 ✓ -f 1:1- — L-1- (+ kg \_._ ii—1, & ) + 47 —4 7 /1 6.1- 1 -+ 1,-1. I + l//S ,-k/i41,. -1./D,q +/0-1- V -I- 0,1 —0, 1 i .1- o, 1) 7-0,-1.- ) + o.. )- ' — 0. 1- /-1 +0, 4. . . . . ........... .... ..... f..°.' ! + /-,, i +7 -I-./ t - 0 -i- / V f- q o 1 i + / -1- ) /, + i —/,z • -,- • 3 t V,N -t-- i./ ' ,( — i . -t- 8, / 1- 7-3 -I-7- 9 V (_,E f 4//4 /VA' N/./V A/4 47/1 ///4 WAf — t —,l 3.3 —Z. ,7 ; - - -L — 1, —7? N t —i,A. — o. ( — 7.9 j /,> — —�, v I. ° o - -- , _i,: -f / L ; --./. 6 H V IA // U ti U — O. 3 1- 0.7 1/ PPI .___-' _-__-�_-+ 0'2 3� i�1.3 -+ p.V ' t0, y -17 0..ct -r0•,J 4 D_7 -10.7 ✓ ilAr -----4. f. �,0 1--1-3,f- -} Z 7 -t 6. ,T" t 3. 3 if 4,o A/ pot.-.) — 0,3 --- ii,V — d, ..-- cf. 3- — o r„r 1-— 7,y) V ./ 47.( 3 . f / / y - / i. ti4, / t/ r.'h QTc. G6�A1 11't, /1 /2ik t_1...—. (iia __. JCB p v✓-7"{tol _fort A 61,0 v:114 cT KEITH N. KNOWLES, P.E. W. C 1)C —3 Consulting Structural Engineer SHEET NO. OF 29 Shaw Farm Road /1M2-BY /` 7 '/L DATE // 7 HOLLISTON, MA 01746-2525 (508) 429-4702 CHECKED BY DATE SCALE 6. 1v," . @ cc 2 .3 7L-L L71- .fit/ Ai - c 1'''//VP F ,/-1) v_2- f"/ k f 0, 1- -71-4 &. 3 i- f f�' = v � �{ - - p-\-- -/, j —o. L — -� (_a.2 1" = 0. 3 / // ` f'/-Z- /c'- / v (-v. -429 z �- 0 L ca7 --74 -/-__(vio 71.-- it//LIP ;1/ 41-r- 7z.,&o, I -a, 7 4114 3 /. -0.2.- 4- it: (/.-) x(- 3tr) = )7.3 74-//* (44 h f L/IfiL n ./z j�� �1J fiy / / ,{; Z 1/< 7-% PP k = 3 z.- 01),A 4/1- U)i1447k-4A - JDB .920 r--1-) 4LQ'Ov1 /je 7: KEITH N. KNOWLES, P.E. Consulting Structural Engineer SHEET NO. <<6 OF 29 Shaw Farm Road CALCULATED BY /L/IA DATE HOLLISTON, MA 01746-2525 (508) 429-4702 CHECKED BY DATE SCALE /Q,/ 4,4 c /' ! i/J-3f y) x y..I`6 ' _ /V31/1 /1 It/if// A57Cc ' 23 ph . /of Y 3 6 376 J20-- I - Cc r// 2-7-41x41 11-r • ' - / 10 Ai,vi74, /if"'Ii/1/2_,/kviele i‘27 ��� /h/�►h G, f//i 7 /- J 2<_17) rp //i/f) J'G. /-r° %Y °-tra/f A, hi; 9=cs* KEITH N. KNOWLES, P.E. D.W. TRANSPORT Consulting Structural Engineer Uncasville, CT. 29 Shaw Farm Road W. COX ASSOCIATES, INC. Holliston, MA. 01746-2525 Westbrook, CT. Phone: (508) 429-4702 KNK Date: 11/12/97 Page: SQUARE FOOTING DESIGN D.W. TRANSPORT, UNCASVILLE, CT, W. COX ASSOC. INC. LOADING DATA 1 Dead Load k: 0.00 Live Load k: 22.40 Short Term Load k: 0.80 Seismic Zone 0 Overburden Weight psf: 325.0 Combining Live & Short Term Loads ? Yes FOOTING DATA Size (Length &Width) ft: 4.00 Thickness in: 12.00 # of Bars 4 Rebar Size Number #: 5 Column Dimension in: 18.0 f'c psi: 3000 Fy psi: 60000 Cover over rebar in: 3.0 Concrete weight pcf: 145.0 SOIL DATA Basic Allow Soil Brg Press. psf: 2000 Short Term Duration Factor 1.00 Ftg. Depth Below Soil ft: 3.50 CALCULATED FORCES Maximum Static Soil Pressure psf: 1870.0 Allow Static Soil Pressure psf: 2000.0 Max. Short Term Soil Pressure psf: 1920.0 Allow Short Term Soil Pressure psf: 2000.0 1-Way: Allowable Shear psi: 109.5 Vu/Phi psi: 18.0 2-Way: Allowable Shear psi: 219.1 Vu/Phi psi: 42.6 Mn k-ft: 13.0 Mu/Phi k-ft: 2.6 REINFORCING Actual Bar Depth in: 8.69 Min. Allow % Reinforcing 0.0020 200/Fy : 0.0033 Req'd Per Analysis 0.0005 USE %: 0.0028 Rebar Area Req'd in2/ft: 0.29 Total Area Req'd in: 1.15 REBAR CHOICES Quantity of: #4 Bars • 7 4 #5 Bars 5C �O /G #6 Bars • 4 #7 Bars • 3 #8 Bars 2 #9 Bars 2 #10 Bars • 2 V4.4B2 (c) 1983-95 ENERCALC KEITH N. KNOWLES, P.E., KW060426 Is JOB J . kit, T',9NJ P vR7 KEITH N. KNOWLES, P.E. 11/.6b/�I r Consulting Structural Engineer SHEET NO. " ,`t7// OF 29 Shaw Farm Road CALCULATED BY /4; " " DATE ////2. 77 HOLLISTON, MA 01746-2525 (508) 429-4702 CHECKED B(Y/�' �/ It-4,0,f DATE ��'�/ SCALE %r�`� 14U/lf"�..� e (9- , V (1-r4.ef ---", LIT 0)) Of (0 0 ® 0 V 11 if L4"4 # --3 , tir t 9 ,IF ,i7 o� ti - ILI tibr �,i, 1 -1..v 1-7, a lr LOA o1 Wo. 4-Z- Z-Dei 74/VtiL eDI e.) I I-►-,5 0 / c i H t4.- 0 --- C) z 3.73 G ' 30/ ko 0 r /7 J GGr4 0 Ge'97 l. - 1) — 0 Z 3, / 8 LT- /DU / 7 I p..A' /D -,-l' 9 d J-33 /30 � Garl4CY v ,, ,01., /�� 3,- r iJ, . 1>-f4/,6-Po /0 .1.33 /4 " Cis r4. ,/r it * jAlii 6V(fig.4'14) k = 141Dp v =7;0 A s. 3 y` s 3I - c/ 2' 3yi q L476 (wfj /ti, 1-D '� �d` x -?S' 4 3 ?/7 , S ✓ d ` (o/1-0,qx y se,br <6 v ( 74r�/4/4:-(` Xx 76 374. ' o. 4'x3 ° `D .� fa 71‘ /-,v-e- 2 -- -= (7`1/d 109- i rt 1c - c7 P. 7 = (I-1Y,/t/i %e et) s �.‘ > i,S c /Z 7•z.alfy -{f. ,,..---- KEITH N. KNOWLES, P.E. D. P. TRANSPORT Consulting Structural Engineer Uncasville, CT 06382 29 Shaw Farm Road W. COX ASSOC. INC. Holliston, MA. 01746-2525 Westbrook, CT 06498 Phone: (508) 429-4702 Grade Beams Date: 11/12/97 Page: BEAM ON ELASTIC FOUNDATION Grade Beams at Lines 11), (E) & (5) BEAM DATA MATERIAL DATA LOAD COMBINATIONS Beam Depth = 38.00 in I:Gross = 45726.7 in4 Load Combination: Dead + Live Beam Width = 10.00 in Beta ' Length = 14.77 DL Mult. = 1.00 Beam Span = 160.00 ft Elastic Modulus - 3122.00 psi LL Mult. = 1.00 End Fixities Subgrade Modulus = 200.00 pci Short Term MuIt. = 0.00 Left Fixity Free Overall = 1.00 Right Fixity Free APPLIED LOADS Uniform #1: DL= 1.854, LL= 0.000, ST= 0.000 k/ft from 0.00ft-> 160.00ft Point#1: DL= 0.000, LL= 12.500, ST= 0.000 k at 0.00ft Point #2: DL= 0.000, LL= 5.330,ST= 0.000 k at 6.00ft Point #3: DL= 0.000, LL= 5.330, ST= 0.000 k at 28.00ft Point#4: DL= 0.000, LL= 12.500, ST= 0.000 k at 30.00ft Point#5: DL= 0.000, LL= 23.100, ST= 0.000 k at 56.50ft Point#6: DL= 0.000, LL= 23.100, ST= 0.000 k at 82.50ft Point #7: DL= 0.000, LL= 20.800, ST= 0.000 k at 102.50ft Point#8: DL= 0.000, LL= 5.330, ST= 0.000 k at 130.00ft Point#9: DL= 0.000, LL= 14.920, ST= 0.000 k at 145.00ft Point #10: DL= 0.000, LL= 5.330, ST= 0.000 k at 160.00ft SUMMARY Max V+ = 11.21 k at 81.92 ft Left Reaction = 0.00 k Max V- =-12.50 k at 0.00 ft Right Reaction = 0.00 k Max M+ = 48.16 k-ft at 56.32 ft Moment @ Left End = 0.00 k-ft Max M- =-49.16 k-ft at 11.52 ft Moment @ Right End = 0.00 k-ft Max Theta+ = 0.00 at 0.00 ft Theta @ Left End = 0.00 Max Theta- =-0.00 at 77.44 ft Theta @ Right End = 0.00 Max Defl+ = 0.00 in at 0.00 ft Defl. @ Left End = -0.19 in Max Defl- = -0.19 in at 0.00 ft Defl. @ Right End = -0.06 in Max Soil Pressure = 5348 psf at 0.00 ft V4.4B2 (c) 1983-95 ENERCALC KEITH N. KNOWLES, P.E., KW060426 KEITH N. KNOWLES, P.E. D. P.TRANSPORT Consulting Structural Engineer Uncasville, CT 06382 29 Shaw Farm Road W. COX ASSOC. INC. Holliston, MA. 01746-2525 Westbrook, CT 06498 Phone: (508) 429-4702 Grade Beams Date: 11/12/97 Page: BEAM ON ELASTIC FOUNDATION Grade Beams at Lines (1), (E) & (5) 48.15 1 iiiki Mmax= 48.15ft-k @ 56.32 ft iii, Al _Mk Mmin - -49.15 ft-k @ 11.52 ft My; lI r l' lillillpr' -49.15 11.21 i Vmax = 11.21 kips @ 81.92 ft Vmin = -12.50 kips @0.00ft V 1 r � -12.50 ; " 4 Dmax = 0.00 in @ 0.00 ft Dmin = -0.18 in IP 0.00 ft 0.00 i 9 ! 3 0��'1-N � I 1 4e if(rr of ri eizLy ( y6 ti7�/ '1 , -0.18 ; , 2z ; y z /r ! IT Lit '.5 11 i 'fi ' i I , iI 0.0 26.2 53.1 80.0 106.8 133.7 160. V4.4B2 (c) 1983-95 ENERCALC KEITH N. KNOWLES, P.E., KW060426 JOB , �✓� 7r-vo .1, 4 KEITH N. KNOWLES, P.E. /'/ Consulting Structural Engineer SHEET NO. W GL'X" OF /"29 Shaw Farm Road CALCULATED BY W/LDATE //----/2-7 7 HOLLISTON, MA 01746-2525 (508) 429-4702 CHECKED BY � DATE SCALE //1) (' /s61 04/49640Y(/] ii/e// .C111) rsc_ 012,4). 0,7 p 2-- liar "-'e ,� � yxo-� l O. ID 4149-e- - r Tip /p1 — T 2 a,b 01-11 /6 Nc. 6 ), y, /,LQ 7-7717 TA $ Cri z 3 >c 40,6/ / ,6/ " Pv 2 9—A1C Lill/ 6 c,a. 22 ao ( 6,- r m co-yk 1.) 1- - 1)6 (9 Ali hI f 1/ Kek" • 71 `r�1 7- - Q, D 6 / Y X /ox". ()/y�� 1k �7 71'. (0./f)) 6 --� y e i6 (a-/V2) -✓ 4 vty7`.' 1-(141:1 @ )14 41,,19-6t-Vted' (o./y) 2/� _..r s •c.T.T .f3y-'v ♦ pF..,�-M.�..._..�.,_.:. .u:�.`.7.�. .�r.._ .... 6 = �r e. .. _ =/o ` = 0.307 �-�_-�,�d L � ly _ g."-ec ( '% /d1 1 'ay //'//v( = y8Z / 'tei/.ez ��AA 4y/ 1/4 ` -7x/,/- 7�e/ / 7 " yp L' A,w� JOB Al 7 W"L 1,D r� KEITH N. KNOWLES, P.E. vV Consulting Structural Engineer SHEET NO. �i �/�,-1'' //-13---of . 29 Shaw Farm Road CALCULATED BY /Z'vDATE //-13---57 HOLLISTON, MA 01746-2525 (508) 429-4702 CHECKED BY DATE /7 /^ SCALE 7721/111 t Ca-C?/(///`�V tiyif -. ---.0 Afno - 11 Seal ' 1 dSI Xe - < l 0 1n/I fri kr N\ '-'\ 1 /V - .---'' '''--1,-4.(T1-V P r ,___, ,/ ,‘61,16 "-- r" woir .i _ __ _ _ _. A , , 4 C.1? fiii.4r, --; 1,----__ / 44sAi 1117:7)1k. / . * • "t, c4 r '*—P,r V6. ,\ Xe M ':' • q p y r, V So \\ 7 M 1'7 ti�ikei I / " 10 i 1:-____-- - 13-'1 X i f h ce.) ''\ \ I flobli 12) I ''`1` I Typic.1 i j, / -Li( 4 0 r lCCl ii.C'1= �ree /t1; 4 lee, 14'w—‘k C_T. I./m ni-3 0 1 ///e'r a SI r/1;Aar 67-t•e% rgiive 204101-6-1m, bp co he.., _'"_' 6 KEITH N. KNOWLES, P.E. D. W. TRANSPORT Consulting Structural Engineer Uncasville, CT. 29 Shaw Farm Road W. COX ASSOCIATES, INC. Holliston, MA. 01746-2525 Westbrook, CT. Phone: (5081 429-4702 KNK Date: 11/09/97 Page: REBAR EMBEDMENT LENGTHS D.W. TRANSPORT, UNCASVILLE, CT, W. COX ASSOC. #3 #4 #5 #6 #7 DESIGN DATA 1 2 3 4 5 Rebar Size # # 3 # 4 # 5 # 6 # 7 Actual Rebar Area 0.11 in2 0.20 in2 0.31 in2 0.44 in2 0.60 in2 f'c : Concrete 3000 psi 3000 psi 3000 psi 3000 psi 3000 psi Fy : Rebar 60000 psi 60000 psi 60000 psi 60000 psi 60000 psi - EMBED MODIFICATION FACTORS For Straight Embedments... • ACI 12.2.3: (1,1.4,2) .8 1.00 1.00 1.00 1.00 1.00 Concrete Weight Normal Normal Normal Normal Normal Is Rebar @ Top of Section? No No No No No As:Req/As:Actual 1.00 1.00 1.00 1.00 1.00 Using Ties/Stirrups? No No No No No For Hooked Embedments... Is there Adequate Cover ? Yes Yes Yes Yes Yes As:Req/As:Actual 1.00 1.00 1.00 1.00 1.00 Concrete Weight Normal Normal Normal Normal Normal EMBEDMENT LENGTHS Tension in Straight Bars Basic Before Adjustment 4.82 in 8.76 in 13.58 in 19.28 in 26.29 in FINAL After Adjustment 12.32 in 16.43 in 20.54 in 24.65 in 28.76 in Compression in Straight Bars Basic Before Adjustment 8.22 in 10.95 in 13.69 in 16.43 in 19.17 in FINAL After Adjustment 8.22 in 10.95 in 13.69 in 16.43 in 19.17 in Hooked Bars in Tension Basic Before Adjustment 8.22 in 10.95 in 13.69 in 16.43 in 19.17 in FINAL After Adjustment 6.00 in 7.67 in 9.59 in 11.50 in 13.42 in SPLICE LENGTHS Tension: Class 'A' 12.32 in 16.43 in 20.54 in 24.65 in 28.76 in Class 'B' 16.02 in 21.36 in 26.70 in 32.04 in 37.38 in Class 'C' 20.95 in 27.93 in 34.92 in 41.90 in 48.88 in Compression Splice 12.00 in 15.00 in 18.75 in 22.50 in 26.25 in V4.4B2 (c) 1983-95 ENERCALC KEITH N. KNOWLES, P.E., KW060426 9- 11 1 L _. v0 Z . _ . C n - . . . " co orn , ) ,,_ti1f - i�� -. 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(I) h r 0 (.0 JO/HT T hlt,It1 EF'I►a�_ O. 1 , 0• i 1 .0 ( . 0 11 (],�.y Low) r CIL ) Lt... Ir,. tL. ............. E • 1.2 ; 1 .2 0. � i j a. 6.2 6.2 0.4 0. 6 L I,.i LA .- i_ t _ I C :I. 1;,1;.64L...a 1 Lo.-ad i ICOLL i 4 0.9 ' , . ' —0.9 4.3 4.4 0.0 0. 0 0 4 1 L'.rn�,i;i L�,..-al1 1 C. lI_�411 LQI`L] L:Ft►,,t,F'I Gtu.yl; _ I. L,E(! .. . . , • . . . . , ADM NOV 0 31997 NOV-08-97 10 :42 PM P. 03 :TAR Ell..1)L:7N13 F:471 ' S. 'JmcAHOMA cir,, Og JOE q17.'n4a SS12:1 30/14- 0 2c ' 3 - !T I 3O:N- f:11417,1 L:AL DATL1 1W1 /T7 F-4-3E ALL REOOTICNS ;:rRE- IN CF.': KIF-FEE7 • 3 3.3 2.0 0.2. 0.2 4.2 o. 6 ' 0.4 o. 4- 6 1 Win,./ rLIrt & I 1 ( WO 7 Wi.nc4 Array •T e0H: 1 20 4 3 0. 3 at. 4 Pind 11.114S1 81 Hinii H/ r IWH.L' • • 7 0.2 0.4 in ! Wind Arra. , 4 114411 ,1, ADM NOV 0 3 1997 NOV--08-97 10 : 42 PM P. 04 ST(-;R RJILDI Nci a •1'C:1t: 6c)00.) S __,., CK• ,a CI �, S. �.� W �F•►);J� .A �. T• , Gig JOE+ 92c.:04A S.S.'2( 3: 31/14 (7 ..,f) '13. "'moi CL 1 72c.4a: . 'r; �Ecco 12N tioma ND LOA,_. _ :. i ��•lA; I•_ � � � ., _ 7 � A' V2 RL? _ REACTION°' a��,,_• I N K I P0 O5 K I F--FEE" LO:=Ci Cflt-:-_•;A'."I:.'a: L-;a= LI.L'r I.JLL a) Li_+t_EF ' .;) Ci_.+w1.LrL.Zo 5) LtL+WA14-14A; 6) CL+!;)A_+J 1 • 7) DLI-WA34WAt- q) U..+::0!••.L,W):+Wi 3 Iv) GL4CCLL-W,;3+W;;5 11 ) UL+OO!L+S'':OW-s- .SCS WIIA 1 L 0. WA3 1^: ) L'L+COLL+ W SNO.4+0.50 A2+0. WA_ 13) CSL+COLL-o;\ 11-4-0.. WA34-0- 5:.i 14) E'L+0,nC) SNO +WA1+Wfl.3 1J) u'-+0.C.�V S OW+WA :+:=JAZ i-s) SNQW+141=13•{-1.vey 17) L;!_+WA1+.4A4 1 ) E'L+WA2+,JA4 1;) Dt..+' A4-1-WA!: 20) L'L+CO!_L+WA 1+WA4 21 ) }C .+ '� °:0 .L I NA L1 W�4 22) .1) LIL.+COL. L-i-S•iOW+ .t0 L01-60. 5 ',!AA n4) rJ_TCOSVUW+J.S( Wi «TJ. J:i V H. 5) LiL+COLE+51100-0.5v W44-0. 50 WA5 --- 2 S SOW•+" JA ,4 AA4 27) Cr.+(' 71q S7:0)+ JFa:,=;+ JF1= 28) u._+0.70 ♦. -ati 5Ai AD• NOV 0 3 1997 -08-97 10 : 43 PM P. 05 • • 11-R. rii !..' ;')C.) S., -7.5'Z L POOMA CI T JDE! /2c:04a 10 10/14. 0.!: '7.20/.71.75 7,1 F ILE 2r_104•A1, CINT REACT-17N fzIND L7AT! DATE'. 3. )/3j 17?-7 FASE ALL REACT IONS' ARE IN JR 30 •• ..... . QL • • . , ..... • 0.2 T 4 , 0.2 JO I HT (4!_IMPEPING - -- 1 •5 1. 6 1 :I Gead Load r. ) .. . • -•' CL . . , . . . ..,. ...... ..... "'...... ... .... '"" • 1 •••••.-- I O.2 - 1 .2. . 2 2 ! i LC,.71; 3) Coliatw. l Lod ( COLL ) • • • • . . • • • • • • • • • • •• • • • • • • •••,• 1 " L2 ; 1 . 2 • • 8. t 1. 1 o.o 0. 0 L .1 I. !OH I! Lon.3 Earth Oual...ia ( LEP ) . • • • • • • •• . . , . ADM NOV 3 1997 NOV-08-97 10 :43 PM P . 06 1-35 30 3n.!-4. I,I r 7.0 •:i_ 1., 0'4v� 72:104a JOINT RTI_I`d PdiIl L7..1;••>11; E rte- �, a _ i ILE 72-7.104a 1L,i�.'thl !'� I _ t •i ALL REACT I O N5 ARE IN K I N5 nR K F'•-F'EL -_, _ • 3 y 5-7 4. 2 . ...., . 0.0 o. Q C :I 1.4i rid Arra,' 1 f b*i1, ) _. 71 W i rid Array t W►;- y • • Y s l.$ 3.9 4• 4 4 +14 e. I '1 M)i11d Arr•iii.t 5 iIJ c1 • • • • I111 Wind Fil"1. 4 IItiA47 ADM NOV 0 3 1997 NOV-08-97 10 :44 PM P . 07 • c7Nira_:1 Li:,i r.jij T1:7 ..'Ci•i7e5. ,..f., SSR J�I '1Q/14. 1!',• ';W.725. 7;'i Lii+� i`ri•iC?_11•'t_,.i TY t ' .iD� �i n;f�!;�'-del JOINT r-:E7:CT 1..lj•r '1'4 ' L�FaI; :�L_�"C.i'L 7:: CL �:r'- TE! 10/31/%77FILE 1-:t.\::7�i � fl Q A Ei C: Igra, ►� IN KIPS 'j KIP-FEET ----..... _ _ _ LOAD COMS'NAf•i::r•IS USED FCR r> 3) L +E.EiD _ 4) D_+COOL-LC;,; f) UL+WA +;-1A3 6) GL+-1A2 WA ) LIL+1.4A3-+ Af 5) L(_+COLI..-Wr`-.14W:y3 9) CSI..+:-Qi.,L*W°i:=Wri3 10, CIL-+C.Q+. LW,13-.405 1= ) La+40LLTa !OiJi.,:a.7.:0 WA-: 12) DL+CO_L.� Pd,:�aS + �.:•,. - % V :�IA.:•'l:% civ !�IF03 13) UL+Ca..LYSNOW+ .5O WA3-%J. .ci: 14) CIL+:. (a SNOW -AA 1+WA3 13) SNa :+ 4A Z.+wA3 16) D44-'7).50 a;,Is7;;;+WA34tvA 17) Eq.+!'J1i11' A:_ 1 a) CSL+WA_`�:ti�•� 1,:;) L(;..-wAA-d,WAr, 2.)) DL+C(1_,1-+wA1,:4A4 2 . ) 0L41O1-.LTWA2t'WA4 DL+CO`L-:-W14-W.',., 24: Or, f, ' ,CW - t .a 2 �. 'LTV4J-L.•-'-,.aI ViJW+V•�fJ �i-'Ir+(I. J'..' . Lr-..'+C OF •^rtW7A.i•. . .0 W1-14'Y'0. J'. :. 7! DL+t.,.J(.) SNU.A-r-WA_+;V r1•, Z7: CI! +: .:�( Jivr.:a+WA21.ij 4 ZG) Li - S' .: WAt ADM NOV p 31997 NOV-08-97 10 : 44 PM P. 08 > •' F.,7(2; , 4'4i Li_LIT W, •'.•1C 1 L.M::i 13 l.r-1r, ... ...i. ry s. _..,1 •)KLAHo •� C CK 55;i 10 3:_��1 4�_ !'t,'1 2o/21. 2 rr• QI 1�, r:Yv JO? 1:2c)04$ i01 NT 1, _,..�. FILE 9`':r �n t frf ;� ).. . i•i:.1 r,r4J 1 :I(••ii. �l.r-ih'illi (i DATE; t��•rd t . r ALL REACT 10N5 F'9ARE .N K F'9 OR K IP—FEET -- --" 4 3 a ' ...; . ....... ..... : CI 0 —;- JO 114T HLIh1FEf: It ' 0,. ! 1 O.2 1 . 4 1.6 1l Diad Laid ( DL ) • 1 •.7 0 1 .7 0.2 1 , .. .... 0.2 10.4 t0..5 1 .0 t. 1 - I i.i'..,T1 Lt-,..I.. 11...i; :1 =: C:i::I. I ca k(7.: 1 I_u.-stj I. 1::1:_11,1_ 1, - • • • • b/14 • • • • • 1.2 1..2' + 7. 3 ; ].4 CI. CI 0. . ,ii Si• a( 4., ¶:PSC.'i Li'l J ( Hi.:11.1 :t 7 L•�r't•� E:.41-tr. 1 !v..�h ( LE(� 1 . AAM Nov 0 31997 NOV-08-97 10 :45 PM , 5T4R BUILDIN1 .TN/ToTt7Mt:. 3. -75 i7LUr1f; O . OOP -72Q4a sse 1c),14, 06 2WZ73. 2"-7, CL 4 wILE J0NT rqEaCTIN L:AD 3C,"-iE- Ti';, TE; 10/31/7.7 F'AGE ALL REAC1ION5 IN IF,5 OR KIR-FT . . .. .. • • ( 5. t 3. 9 0.3 ; ; 0.3 • 4 7.2 t , o 0.7 0. 7 61 WinJ Arra') 1 fl4H11 71 Wind Array T (1403J ..... 3. 3 ! i 4. 0 4 3.9 4.0 0.5 74k. r; ;- , Wi•lia I W 1 1,.1 r•a: , l' 1%ir,45 • • 7 • • 1 03 9,3 0.7 0.7 tni WInd 4 ( Wr-14 . • AOMNOVO 3 1997 NOV-08-97 10 :45 PM P. 10 ' Iv" f.i. i5. .7t71A. . 1 } Y TY r ir 3Qi /2•.•rtacgs30 11. /14. ar • M.• =ILL 1;:.%[4a i . i^3JOINT RE LTI 1i LTr4' ~riAI; _ PAr - ALL RFACT IONS ARF_ARF_ I N K_�,., r,F KIP-FEET -__ ._.__• •-w o:".D C'JM2I:".A;I r.s .JSED FIT'S FRA"E EIS^ 1 ) D_+!t_ACJt_L,.. ) ' ^ 3) DL+LEv: 4) OL+COLL -LE;-: 0) LIL+SIA1+WA3 b) D1_+44A24WA;3 7) rDL+WA3+_LA17 p) DL+-Q_(_-w:;t,-w;3 9) LIL+CCL_L+WA'4-WA3 1 )) EIL+CO;.L-W,43+WA 11 ) [N+CULL+SNOW+J.Sc% 003 12) DL+=Q_.t_*SSf1CJW+).Ejc WA.L . 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O :QW+te .�0 4A77,A .i Cti ..)W r' W I "' i_+ ;. i.J SNOW+rine-:vA",- ADM NOV p 31997 nin l i (1 S 1007 NOV-08-97 10 : 46 PM P. 11 , star Huilding Systeme, OKC, OK User: mcaffrey Page: 'l.1 ghe11 Design Program - Version V21 Job Number; 92004a Design Summary Report run01 Date : 10/30/ 7 Manufacturing Plant - Rocky Mount, NC Start Time : 12 :10: 51 ***** MAIN BUILDING SIDE 3 ENDWALL COLEMN DESIGN (ENDWALL COLUMN REACTIONS) COL COLUMN BASE REACTIONS BY LOAD GROUP NUMB D W+ W- 0,193 -0,193 0,000 0. 000 V 4 of V 0.000 -2 .479 2 . 841 .NX 0.000 0.000 0. 000 HY 0.198 0 . 000 0. 000 V O Q 0> 0.000 -2. 921 3 . 139 HX ' 0,000 0 , 000 0 . 000 HY V=VERTICAL HX�HORIZONTAL MAJOR AXIS HY=HORIZONTAL MINOR AXIS IN KIPS •• ADM NOV 0 31997 NOV-08-97 10 : 46 PM P. 12 Star Building Systema, OKC, OK User: mcaffrey Page; 1,4+ Shall Design Program - version va3 Job Number: 92004a Design Summary Report runol Date: 10/39/97 Manufacturing Plant - Rocky Mount, NC Start Time ; 12 ;10 : 54 ***** MAIN BUILDING SIDE 4 ENDWALL COLUMN DESIGN ***** (ENDWALL COLUMN REACTIONS) _..__.__-.. __ COL COLUMN BASE REACTIONS BY LOAD GROUP, ' TUM D L S C W+ W- 11 0.722 2 . 560 1 .792 0 . 256 -2 .318 -2 . 318 V Q . 10 el7 , 0. 006 0 . 054 0 .038 0 . 005 -0. 049 -0 , 049 HX j1 ( 0.000 0.000 0 . 000 0 .000 -1 . 649 1 . 948 HY (1) 1.050 7 .703 5. 392 0 . 770 -6 .804 -6 .804 V 0.026 0 .231 0. 162 0.023 -3 .290 3 ,113 HX 0.000 0 . 000 0 . 000 0. 000 0.000 0.000 HY 03 0.477 2 .560 1. 792 0.256 -2 . 318 -2 .318 V 1E: 0.005 0. 044 0 . 031 0.004 -0. 039 -0.039 HX ,' pi 0.000 0. 000 0 . 000 0 . 000 0 .000 0.000 HY / , V=VERTICAL HX=-HORIZONTAL MAJOR AXIS HY=HORIZONTAL MINOR AXIS IN KIPS • ' . . ADM NOV 0 31997 . NOV-08-97 10 :47 PM P. 13• 7t ' STAR ELI ILL'IN,•3 .c 1-01.5 6i:4.1 S. I-35 44HOM CITY Cr, JOB Z; _.1` K C _„ y — ..� .� I ��1r•� �j� ���� :VIIIA ,fi;1- .��J, o_ -�; V-�...r.I 1 I+F JOINT REACT ;-11'1L? ' JA__ ATI r;a"E: 10131 /457 F ALL REACTICN5 ARE IN KIF'S OR KIF•-;=ZEA, _ _ ..__.•___ r ''''''' N C.) JOIFST HUMECRIHG 0. 4 0.4 1 DL • • • • ). 2 ; 1 .2 2.4 2.,4 - 2i H i 1'„1 1, C..:s::,I E ND. _ l l r'E i .,.. L.-; i NO- i J TYPE T T L'_'•At' r1 • 1-• ^jV:!it 1"1. .. :?'.��� uC,C)- G,% i i I'JD .....IJ ILi • • • • . . , . • • •• -ADM NOV 0 3 )997 NM 0 51997 NOV-08-97 10 : 47 PM P. 14 •& 4 • STAR BUILDINU SYSTr:MS r..3600 S. 1-35 OKLAHOMA Cir , o MB 920C4 ',12 K & 2C0 FILE 1Q4al.fre 0T.NT F;EPOT V DATE. 10/31/77 PAr,.:1E, 'V) ALL REACT TON6 An'. TN KIr CF Kir-PT -01 - - •., „., • JOINT NQMP.EPING 0. 4 U. 4 4 1 .1 Clead Loac-i L. 1 „ ,,,,,, ... .. • • • 1:2 3. 2 4 • 2. 3 a.3 :1 1.1I J Lo ad 1: t,P. USEP SuPr't E!,:i N . i ,3 "I E3T AL NO. I 3 -NTT: ZIE:73T LDA n XL _ . '2„ r,.:0;•1 ; ;JiI • -• j . • • • ADM NOVO 3 1997 •' JUIB3 [I,IM \_// (rj[i V r' ij , s. ; _: LANDERS ELECTRIC • P.O. Box 879 001438 East Lyme, CT 06333 i 1-800-507-0090 PHONE DATE OF ORDER r + UC#E1-123459 S`-I 616 47 ORDER TAKEN BY CUSTOMER'S ORDER NUMBER G?-g-c , 83frv4tRhh //3• TO ds[7/� OF if/6/04-1-11-(� ❑ DAY WORK 0 CONTRACT 0 EXTRA G Ac✓LoievC._DLP, JOB NAME/NUMBER &-C Fr 11-i1�44L P4444.0 fan IUGR Z • Tf�c �4GE>f�s2.v5 z.L� J LOCATION — ----- 7 /4/144,,�� JOB PHONE�. Lc).TP19.cIPOnT_ 33 -u".Br el>. !/rcirsiGe-f. �,'G'Si,2 TERMS: STARTING DATE QTY. MATERIAL PRICE AMOUNT DESCRIPTION OF WORK F7?C-16,4S 6r412)iUr1._f /✓ma() 67A4/419f PL---if-Or?Dr-- Rw^ tt 3 A c7R66, iA.) r'Go r ut.r-s r-..A-rr ;r�yk,.r- /-r(yCt F3 .crt- riiv ,ic . .f ; ' "� /a' yCt7�`�.t/�- 2� /ILG .vLu� cie2cc,i� i;,./ice 13F Zcs.vrwP r�i�A✓ 6 C oonct paw Ty,06 it-1:V, pan.:1.)4,4z %r„ r."64 !/ D,i rreoC Type NEw G/f✓L,C,r'rc 4.vrt.e e.c.A44,p reouc 7 y'FCoog-t-s cdv,--Z Ru ci f• e4-10£ el--4,--1" .£4.4- � cf:urj 3 (a"'Am/AL r-/t/ E. (7-r-n;RE ur,./ // its G,y4< F C4 4 L 4.<1 k a- "FF)C:.1- [t1.glL i7to+�wr--, 20 T•�St/.1�.�- 0 ��ie.. Gott . tl OTHER CHARGES 3 _ pA•IDAztri-j (....)jC -( - LA S r'Hov)E C;.vk G4c.gino.�5t -- t" 2 G( tvnEfZGEUGy LlG•(trs TOTAL OTHER LABOR HRS. RATE AMOUNT TOTAL LABOR )ATE COMPLETED TOTAL MATERIALS TOTAL MATERIALS nature TOTAL OTHER TAX rk ordered by 1_ I hereby acknowledge the satisfactory completion of the above described work. &S- 144I Alive) Go S'T -ARS-'+ OOII.RFl111.111C• T4agk �u MIA•••::..i.,.....•,.. . . • . . ... 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