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3851 Orlando Dr - 95-001726 (1995) (UHAUL) (NEW WAREHOUSE) DOCUMENTSZONE DATE CONTRACTOR Q., i ADDRESS PHONE# LOCATION OWNER LL C..Q C 1 — f Ci2,/ .'_ ADDRESS •ZP-51 6u, Ulm PHONE # c--27C— PLUMBING CONTRACTOR ADDRESS PHONE # JEELECTRICAL CONTRACTOR ADDRESS PHONE # MECHANICAL CONTRACTOR ADDRESS PHONE # MISCELLANEOUS CONTRACTOR ADDRESS SEPTIC TANK PERMIT NO 0 -Iqrt-A-4 (&i SUBDIVISION: PERMIT # 7D ` LOT NO. JOB. Q/ LOCK: COST $ 0(1. D C FEE $ . 66 . 'S rT STATE NO. FEE $ FEE $--D/0.60 FEE $ SECTION: SQUARE FEET: MODEL: OCCUPANCY CLASS: INSPECTIONS TYPE DATE OK REJECT BY FEE $ ENERGY SECT. EPI: q5 - l ?C.-_ -, SOIL TEST REQUIREMENTS (__) FINISHED FLOOR ELEVATION REQUIREMENTS () CERTIFICATE OF OCCUPANCY ARCHI i ECTURAL .APPROVAL DATE: ISSUED # DATE: _ FINAL DATE r'1 u FEE $ ENERGY SECT. EPI: q5 - l ?C.-_ -, SOIL TEST REQUIREMENTS (__) FINISHED FLOOR ELEVATION REQUIREMENTS () CERTIFICATE OF OCCUPANCY ARCHI i ECTURAL .APPROVAL DATE: ISSUED # DATE: _ FINAL DATE r'1 u CITY OF SANFORD, FLORIDA APPLICATION FOR BUILDING PERMIT r5 PERMIT ADDRESS p 1,t ( . Total Contract, Price of Job _-5,0 ava _ 00 Describe Work Mz-m i Type of Construction Number of Stories Occupancy: Residential PERMIT NUMBER C ' le-)C;)-'P Total Sq. Ft. /(l/ Flood Prone (YES) f(NO Number of Dwellings Commercial Imo_ Zoning Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER , 30 1300 _ 00;y — 0000 -2030 OWNER 4 ar r V41 /} PHONE NUMBER 49 --240 - ADDRESSil--AE1174,41- Al - CITY A1nl'..j!'sc STATE 42 ZIP Dlr,B TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY STATE BONDING COMPANY ADDRESS CITY ARCHI ADDRE CITY MORTGAGE LENDER ADDRESS CITY STATE STATE ZIP ZIP ZIP CONTRACTOR PHONE NUMBER 4 e -,57 ADDRESS ST. LICENSE NUMBER CITY 40&-& A1QQ STATE Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMEN FLORIDA LIEN LAW, FS713. S , llure/ of Owner/Agent & Date Siggnatur/ey///Jo} 4fContractor & Date i////Jr// 31a 0-4y Typeor Print Owner/Agent Name Ty r Print Co tr tor's Name 3-s =cis Signature of Notary & Date Sig atur of Notar —& Date Official Seal) F1 , 0 a C x rd z ro` o NOTARY PUBLIC, STATE OF FLORIDA MY COMMISSION # CC132860 EXPIRES: August 4, 1995 55 Ou Application Approv d BY: Date: k FEES: Building Radon Police ire 7S Open Space :7,-- impact 4AIJcationPERMIT VALIDATION: CHECK CASHDATEBYORIGINAL (BUILDING) YELLOW ( CUSTOMER) PINK (COUNTY TACE) GOLD (CO. ADMIN) THIS APPLICATION USED FOR WORK VALUED. $2500.00 O MORE Comb i rt, .1. cL h I. -I- 31 c15 t - _s_s- -In ate. NCe - L 1 1 i f 1 ` i I I I i P t • ,_ I I I I . . . . I I i_ _ _ -. -- i FROM:Building T0:88894660 FEB 10, 1995 4:25PM #?B2' P.01 STRUCTURAL STEEL CERTIFICATION AFFIDAVIT STATE OF FLORIDA COUNTY OF SEMINOLE REFERENCE ADDRESS :' R S 1 S. o r L an din A se. 6zichard s©n , b0 SOLEMNLY SWEAR THAT I AM A STATE OF FLORIDA REGISTERED ARCHITECT OR ENGINEER. I HEREBY CERTIFY THAT THE STRUCTURAL STEEL ERECTED IS IN CONFORMITY WITH THE APPROVED PLANS AND WITH THE STRUCTURAL PROVISIONS OF THE TECHNICAL CODES. Affix Seal Here) SIGNATURE OF ARCHITECT OR ENGINEER P: C_1,ar,ol Q. ' Ck ardLrUIN Name of Architect, linear Printed r Personally appeared before me, the undersigned authority, tCPIIAinn Q R,IGI'SON , who, after being duly sworn by me say on oath that they have read the foregoing, and that'the matters and things contained herein are true and correct. SubscrLbed and sworn to for affirmed) before me this day Of 19 _, who is personallX known to its or has produced(type or identification). Signature of Notary Public, State of Florida h rCr) I cJIJ ; Or, vfC"onsmb M fti0 1m. WWNameoNotarytyped, printed ComnbdonKCC4NO or stamped ENERGY AIR INCORPORATED CAC018270 Phone: 407-886-3729 2114 S. Orange Blossom Trail Robert French, Pres. Apopka, Florida 32703 Charles Kulp, Sec./Treas. March 27, 1996 City of Sanford Attn: Building Inspection Department P. O. Box 1788 Sanford, FL 32772-1788 Subject: U-Haul Storage Center Condensate Drain System Dear Sir; The condensate water from the A/C units drains into 2" schedule 40 PVC drain lines that terminate in the storm drainage system. If further information is required, please let me know. Sincerely, ENERGY AIR, INC.>;ii 'rsR;r Robert B. French President RBF/ mbb 0y •° f.c. •- v y . • O Co. C VD fA a mot_. w ± OJ0000i0-. 0 0 6- S 4 T H U 1 5= 1.7 R I C H A R D S O N P . 0 1 RICHARDSON ENGINEERING 131 ZELMA ST. • ORLANDO, FL. 32803 407) 425-4002 0 Fox (407) 841-7932 TELECOPIER TRANSMITTAL DATE: TO: pl.I::,-t FIRM NAME: FROM: I'trz .C' x , cC" NUMBER OF PAGES INCLUDING THIS ONE: REGARDING: C--pul. 6 s,g5- RECEIVING TELEPHONE NUMBER: REMARKS: IF COMPLETE AND LEGIBLE TRANSMISSION IS. NOT RECEIVED, PLEASE CALL (407)425-4002. r 1 - r •--iV.a., _ Y.+.r----..rr..r.....+--wNr-'-.-7— w w+---.- r.. r.• 1.r....-'+r' .r .. --.... -. ram. . i _ .. .-y +_r _r ti r ter- - _ _ _ _ .r- • a. _ T.. ..--mow_ r y. .1 •Ii!I!`'.'...r\ ... y1. - +- r r -. r. rr.__ wi .. _ . +wwA -- -_ i _ _ - .r.-. .i yF*. r .fir . v . _ '. .. Ze oe 01 i r r r• - al ^_ . . / _ ter ... ..yr _r_r. - — . - 1_ .• 1 L f tr RICHARDSON ENGINEERING 131 ZELMA STREET ORLANDO, FLORIDA 32803-3878 VELEPHONE: (407) 425-4002 0 FAX # (407) 841-7932 May 11, 1995 Mr.,,,Bill Martin MARTIN CONSTRUCTION CO. 2258 Apopka Blvd.' Apopka, Florida 32703 J RE: Sanford U-Haul Dear Mr. Martin: 7-H M, cv oybetr This is to confirm that you may substitute double lintel blocks for the formed and -poured tiebeams. This applies at both the second floor and roof levels for the stairs and elevators. The reinforcing bars remain the same except no stirrups are required. Please contact me if you have any questions. Sincerely, av Richard B. Richardson, P.Ec; RBR/ao 1 I RICHARDS04 E GINEERING 131 Delma treet r ORLANDO, FLORID 32803-3878 i 407) 425-4002 FAX (407) 841.7932 To C,n x 1775? it r+o eL- 372772-1 -775? i J LEIS U TEM oo? UMARSOMOVIraL DATE M rlS JOO NO. ' 1ISOATTENTION WE ARE ,SENDING YOU 0 Attached 0 Under separate cover via the following items; + O Shop' drawings 0 Prints 0 Plans 0 Samples 0 Specifications 0 Copy of letter 0 Change order 0 3 DESCRIPTION I® THESE , ARE TRANSMITTED• as checked below: 0 For approval 0 Approved as submitted 0 'Resubmit copies for approval O For your use 1 0 Approved as noted 0 Submit copies for distribution 0 As requested 0 Returned for corrections 0 Returncorrected prints 0 For review and comment 0' 0 FOR BIDS DUE 19 0 PRINTS RETURNED AFTER LOAN TO US rti 5 REMARKS _ COPY TO SIGNED: IF ENCLOSUREs ARE NOT As NOTED. KINDLY NOTIFY Us A ONCE. November 28, 1995 TO: ALL CONCERNED DEPARTMENTS: FROM: Gary Winn, Building Official- I SUBJECT: Issuance of a partial certificate of occupancy for 3851 Orlando Dr; U-HAUL, 1st story of the two story warehouse building. Attached is a request from Bill Martin Construction Company requesting the appproval to utilize the first story of the two story warehouse building located at 3851 Orlando Drive. Please attach an approval or comments and return to the building department. 8 N Bill Martin Constra6tion Company CITY OF SANFORD ATT: Mr. Gary Wynn November 27, 1995 P.O. Box 1788 Sanford, Florida 32772 RE: U-HAUL CENTER / 3851-ORLANDO AVENUE / TWO STORY BUILDING Dear Mr.,Wynn: This letter is a follow up to our telephone conversations concerning the occupancy of the first floor only of the above referenced building. We will at no time allow any person other than construction crews on the second floor. The elevator has been put in a disabled mode and doors from the first floor to the second floor have been locked except -by panic bar (exiting only). The striping will be completed on or before we finalize the entire -building. The -sprinkler and alarm systems are completed and ready for testing by the City -Fire -Marshal. Upon electrical inspection and the meter s-et on the building, we will set up a -final walk thru for the first floor 'with the Fire Marshal and Building Inspector. If you have any additional questions, -please call my office. Again, thank you for working with us and U-Haul Company to achieve an on going construction -project. Sincerely, / N Bill Martin cc File U-Haul Company 111.0. 11ox 607755 Orlando, Florida 32860-7755 Pis. (407) 886-5774 Fx. (407) 8894660 U44AUE U-HAUL CO. OF EASTERN FLORIDA 3500 SOUTH ORANGE AVENUE • ORLANDO. FLORIDA 32906.4199 • PHONE: (407) 240.9975 To: City o6 San6oad From: Rod Baldwin Mazke.t.ing Company P4e4iden.t Re: 3857 S. 04Lando Avenue We will only Kent and occupy the 6.it4t 6loo4 o6 the two 4toey building unt.i.l the 4econd 4toxy i4 complete and accepted by the city. Signed, Rod Baldwin Maake,ting Company P4e4ident cc: Bitt Man.tin 0 TO 39vd nj dio jo 'oo nneH-n 9666-0OZ-LOV 90:91 S66T/6Z/TT CITY OF SANFORD INSPECTION RECORD PERMIT OWNER WORK D LEGAL IS FAILURE TO COMPLY WITH THE MECHANICS' LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. mm,PLEASE CALL 30-56,5 FOR THE REQUIRED INSPECTIONS CONTRACTOR Itj I I STATE No. CONSTRUCTION MECH. CONTR. FOOTINGS/ SETBACKS ROUGH -IN SLAB LINTEL FRAMING INSULATION FINAL FIREWALL ELEC. CONTR. TEMP. POLE ROUGH - IN FINAL PLUMB. CONTR. ROUGH - IN TUB SET SEWER LINE FINAL MISC. INSPECTIONS DRIVEWAY OTHER ROOF DECKING ROOF COVERING prdvWbq da poison accept" 0* pw" MIMI In Mry reaped gow 10 to the anne o/ Sw hall" on Me In da sulld" bapa ws olllee, end to no provision. of "m gabnw end Ovdlraraw reglblMlg pa CansWNan of 11"ngo In Me City of SaMwd. Any viMatan et" anus above Maas blanedately lev-a m NO MmIL Succeeding cages of .tort Man not eommene i until aneve InspeckWo havebeenInadednenedeb. Tompmq SeNary fecblty meet b. pradwd ptler a bwmnMtwtnMn. tST-m", rim "AmFINAL / E' JILDING OFFICI THIS CARD SHALL BE DISPLAYED ON STREET SIDE OF LOT AND IS NOT TO BE REMOVED UNTIL WORK IS COMPLETED. MAR-20-195 MON 10:32 ID: TEL NO. 914 FF03 ,• 12C(PFUICTYFC! £t'IAIEIfE`.NT I BUqq1TNUMBERS SLDIN0PER,TAMBRI0800IAPPLICATIONUNITADDRESS; HIGHWAY 17-92 TRAFFIC ZONES 005 JURISDICTION:.0A SECS 14 TWPS 20 RNG1 30 SUF: SUBDIVISIONS 000 PLAT BOOK; PLAT BOOK PAGF: DATE; F"EBRUARY 13• 1995 COUNTY NUMBERS 10880 Sonf ord PARCLLi TRAC 1• S I'L OCK: 0000 L O'1 : 000 OWNER NAMES U; HAUI_ OF CKNTRAL FLORIDA AIIDRESSi ( 3;i00 S ORANGE AV(-.NUP ORLANDO FL 32 006-00 APPL CANT NAME: BILL MARTIN CONST1:Ui TION CO A:DRE Si I 22.58 APOPKA BLVD RF'7i'r:A FL. 32.703000 LAND USES Mlptn l-Warehouse WORK DESCRIPTION=CIANEW CONSTRUCfIONh Ape: I FEE DtNEFIT RATE CALCr.:LATI VN x TOTAL DUE TYPE DIST SGHCVu1. P: ROADS —ARTERIALS CO — WIVE ORDINANCh 12,773.67 ROADS —COLLECTORS NORTH ORDTOANCE 2.526.66 LIBRARY N/A 00 SFHOOLS i N/ A AMOUNT DUE i15, 300.33 litLT i gNT EIVED BYi ---------- ------------- STC3NATVRF.: -------. PLEASE PRINT NAME) Utl1 f: i NOTE T TIMELYPAYMENTFAILURE TO OWNER AND DISTRIBUTION; 2-CY;rTY LAPPLICANT UNTY NOTE*% + PERSONS AREADVISED THAT THIS IS A STATEMENT OF' FEFS VUE UNDER THE: SEE{MINOLE COUNTY ROAD, LIBRARY AND/OR EDUCATIONAL 4SCHOOL) OPPACT F E ORDIPERMIT, FEES AkF: DUE. AND PAYAFLE F'k10Ft TO IEI:UAN%F. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF TH APt't_ICAN'1 OF: OWNER. TO APPEAL THE CALCULATION OF ANY OF THE AURVE MENT10NED IAPACT FEES MU T EXERCISED BY FILING A WRITTFN F``:UEST WITHIN 45 CAIENPAR DAY THE RECEIVING 7GNATURE DATE AFOVI IR{L ppppT LATER THAN CF, S I CATE OF OCCUPAN8Y OR OCCUPANCY. ft REUtIE ST FOR REVIEW M EET THE REQUIREMENTS OF THF. COUNTY L.ANU DEVELOPMENT CODE. COPIES OF RULES GOVERNI" O APPEALS MA_Y BF. PICKF_0 UP, Oft kEOU('Sl'EI. FROMSANFDTHE FL•3Z771PLEMSN1AT130.OFFIC 7356.101 EAST FYRST STREET, PAYMENT SHOULD BE MADE TO; CITY OF VANFORD i PUIL1:INC UEPARTMY'NT 300 -NORTH PARK AVENUR 1 }{ 1 SAN(• ORD & F L 327'et THEMOOUNTYOBILIMBEE ATTHEOR MONEY THEEN ITIGEI) AND 11iE STATEMENT PERMIT NUMTBER.TOP LEFT OF THE NOTICE, A3 WELL AS YOUR CITY BUILDING i THIS'STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF 111E k1o.C1:1VING SIGNATURE DATE ABOVE DETAIL OF I CALCULATION AVAILABLE UPON REQUEST. CALL 321-1130,X7356. CITY OF SANFORD. FLORIDA PERMIT NO. q5 I / / V DATE & - (O _ 5;;5` THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT TO INSTALL THE FOL- LOWING ELECTRICAL WORK: OWNER'S NAME 0 — HQ f% I o f-C-ct S c c'rn Fe ADDRESS OF JOB 1 Or l a H a n Dr, Larry 0 .vew ELEC. CONTR 664"NOOn XY tle'e Residential Non-residentiel Subject to rules and regulations of the city and national electric codes. Number AMOUNT Alteration Addition Re air Chan2e of Service Residential Commercial Mobile Home Factory Built Housing New Residential 0-100 Amp Service 101-200 Amp Service 201 Amp and above New Commercial Q p Service pc Application.Fee l TOTAL IO ISy signing this application I am stating I will be in compliance with the NtC including Article 110, Sec lion 110.9 and 110.10. Building Official6Assior Electrician FiQ 00/.7 0 STATE COMPETENCY NO. CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: S-Ip-QS PERMIT #: BUSINESS NAME: ADDRESS: WTI Or 1dL"A0 PHONE NUMBER:( ) PLANS REVIEW TENT PERMIT BURN PERMIT REINSPECTION TANK PERMIT FIRE SYSTEM AMOUNT d n COMMENTS: I r0. Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above information is true and correct and that I will comply with all applicable codes and ordinances of the r " City.of S ford, Florida. 7", /10 S nfor Fire Prevention pplicants Signature CITY OF dRD; FLORIDA APPLICATION FOR\BUILDING PERMIT PERMIT ADDRESS 3951 S. QUND AVE., WKW., FL Total Contract Price of Job Describe Work IN5X=(N (F Type of Construction Number of Stories Occupancy: Residential Number of Dwellings Commercial PERMIT NUMBER "- 1 N3- Total Sq. Ft. Flood Prone (YES) (NO) Zoning Industrial LEGAL DESCRIPTION (please attach printout from Seminole County) TAX I.D. NUMBER OWNER U4KL 03ECATUN PHONE NUMBER ADDRESS 3500 S. CR*M AVE. CITY CEUM STATE FL ZIP 20 TITLE HOLDER (IF OTHER THAN OWNER) ADDRESS CITY BONDING COMPANY ADDRESS CITY ARCHITECT ADDRESS _ CITY MORTGAGE LENDER ADDRESS CITY STATE STATE STATE STATE ZIP ZIP ZIP ZIP CONTRACTOR MEHEM FM PFTTCN CF CEUM, JW. PHONE NUMBER 32 ADDRESS M E. S= FOD 46 ST. LICENSE NUMBER 74072T7.119n CITY sqfIMI STATE FL Z I P -92M 9155 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction3n-this-jurisdiction. I understand that a separate permit must be secured for ELECTRICAL, PLUMBING, MECHANICAL, SIGNS, POOLS, ETC. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. A COPY OF THE RECORDED COPY OF THE NOTICE OF COMMENCEMENT WILL BE POSTED ON THE JOB SITE WITH PERMITS NO LATER THAN SEVEN (7) DAYS AFTER THE PERMIT HAS BEEN ISSUED. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR THE IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. ACCEPTANCE OF PERMIT IS VERIFICATION THAT I WILL NOTIFY THE OWNER OF THE PROPERTY OF THE REQUIREMENTS OF FLORIDA LIEN LAW, FS713. it*ir***** * k************* t* r**rrrr******* t**rr***** k**tr****tr********* H K7 Z rtbn O O H Signature of Owner/Agent & Date Signature of Contractor & ate 0,a 7•Y OJ MU.1'L L'SLd.L .R F N Type or Print Owner/Agent Name Type or Print Contractor's Name G x Z 0 7 N O c r C 0, 3 0 Z • 0 ri a O M 0 ra w 0)+ J I4 O. o d >+ Z a F Signature of Notary & Date Signature of Notary & Date I I o Official Seal) (Official r 1) 5 C L ANNE O DELL Notary Public, State of Florida My Comm. expires July 11, 1997 Comm. No. CC-301557 Application Appr v/e/d BY: Date: J FEES: Building Radon jq Police._ Fire Open Space Road Impact I&I A pI cation Eno PERMIT VALIDATION: CHECK CASH DATE ¢ BY ORIGINAL (BUILDING) YELLOW (CUSTOMER) PINK (COUNTY TAX OFFICE) GOLD (CO. ADMIN) 0 bn O a c rt M a THIS APPLICATION USED FOR WORK VALUED $2500.00 OR MORE r. CITY OF SANFORD FIRE -DEPARTMENT FEES FOR SERVICES PHONE #: 407-322-4952 DATE: - PERMIT #: I CIU w BUSINESS ADDRESS: PHONE NUMBER:( ) PLANS REVIEW TENT PERMIT BURN PERMIT REINSPECTION TANK PERMIT FIRE SYSTEM AMOUNT COMMENTS: Fees must be paid to Sanford Building Department,,300 N. Park Avenue, Sanford, Florida. Phone # 330-5656. Proof of payment must be made to Sanford Fire Prevention before any further services can take place. I certify that the above information is true and correct and t'at I will comply with aapplicable codes and ordin ces of the City of Sanford, orida. Fire Prevention Applicants Signature L I\\\\\:] 1--'s FR (3 "V FEE Ci: -V ' CD 1,,,1 11-3 V C, C-) I -I r UP -T- EE I`R ID IE E; 1 C3 j-,I W, Aw, --X- --W.- -W.- -Ipr.- .-X.- -.N- -w- -.W-. -I*- -W.- -W.- -I*- T- IK- S3 Cl L-I --- I IFS FZ INA I-- I' FR r-- I R C -IrFD C. -'T- I C-) 1,,.1 -- I= - 3 EA lzi I I---, I:R -ef- G. :3- 9'-'l I,-. I F:- n X- -m- .-N.. --m- -)q:- -W .-,A- AMF- -m- -m- -34- -X-M it. Y. 41- CONTRAC-TbR SOU-rHERN F= IFRE PROTECT ION OF OiRL-ANDO INC. N()lYlE li-HAUL LOCATION SANFORD SYSTEM NO. CONTRACT NO. 9501). SOUTHERN FIRE PROTECTION 3801 E. S. R. 46 SANFORD`; FL 407--3E3-4200 HYDRAULIC DESIGN INFORMATION SHEET NAME U-HAUL _.__._.__.________.___.---•-----DATE 5-16-95 LOCATION SANFORD BUILDING End FLOOR SYSTEM NO. End FL CONTRACTOR SOUTHERN FIRE_ PROTECTION OF ORLANDO INC. CONTRACT NO. 95011 CALCULATED BY LM DRAWING NO. CONSTRUCTION:( )COMBUSTIBLE_ (X)NON-COMBUSTIBLE „. CEILINb HEIGHT EXP OCCUPANCY STORAGE 10FT S ! (X) NFPA 13 ( ) I_T. HAZ_. ORD. HAZ. GP. ( ) 1 (X) E ( ) 3 ( ) EX. HA"I_. Y !( )NFF'A E31 ( )NFPA E31C FIGURE CURVE S !( )OTHER T ! ( ) SPECIFIC RULING- MADE BY DATE F----------- -- ---- - -------_._._-____ _ - - - - - - - - - - -- - ---- -- M !AREA OF SPRINKLER OPERATION 1500 SYSTEM TYPE DENSITY- GPM (X)WET( )DRY( )DELUGE( ) PREACTION D !AREA PER SPRINKLER 50 SPRINKLER OR NUZZLE E !HOSE ALLOWANCE GP421 NS I DE 0 MAKE CENTRAL_ MODEL A S !HOSE ALLOWANCE GPM -OUTSIDE 250 SIZE 7/16"' K-FACTOR 4.: 1 !RACK SPRINKLER ALLOWANCE 0 'TEMPERATURE RATING '165 G ! N ! CALCULATION ! GPM REQUIRED 374.45 PSI REQUIRED 47.72 AT BASE OF RISER SUMMARY ! C FACTOR USED: OVERHEnD 120 UNDERGROUND 150 W !WATER FLOW TEST ! PUMP DATA ' TANK OR RESERVOIR A !DATE OF TEST 5-9-95 ! RATED CAR' 0 ! CAP. 0 T !TIME OF TEST 2:00PM ! AT PSI 0 ! ELEV. 0 E !STATIC (PSI) 65 ! ELEV 0 R !RESIDUAL (PSI) 54 ' WELL FLOW ( GPM) 1 100 PROOF FLOW GPM 0 S !ELEVATION 2.5 , P !LOCATION :HYDRANTS ON WATER MAIN EAST SIDE OF HWY 1.7&92 L !SOURCE O1= INFORMATION : SANFORD FIRE MARSHAL Y ! COMMODITY CLASS LOCATION C !STORAGE HT.- AREA AISLE WIDTH 0 !STORAGE METHOD : SOL. I D PILED / PALLETIZED A RACK % M ! ! ( ) SINGLE ROW ( ) CONVEN. PALLET ( ) AUTO. STORAGE f ) ENCAP. _ R ! ( )DOUBLE ROW ( ) SLAVE PALLET ( )SOLID SHELVING ( ) NUN-ENC:AP. S ! A ! ( )MULTIPLE F2014 ( ) OPEN SHELVING 0 ! K ! FLUE SPACING: CLEARANCE : S•TORAGF_ TO CEILINGR ! ! LONGITUDINAL TRANSVERSE Ea! -------------------- --------------__-__------------_ _ _ -_____ _-'_------- - G ! ! HORIZONTAL BARRIERS PROVIDED: E UNITS - DIAMETER (INCH) LENGTH ( FOOT) -- FLOW ( GPM) _ PRESSURE (PSI) F""" I f--t E= 1=' FR Cl -r F- C T' 1 (31,-j C::173 M I---@ LJ T" E FR L) r l,,.l SOUTHERN FIRE PROTECTION OF ORLANDU JOB-- U-HAUL JOB NO 95011 DATE 5-16-95 PAGE 1 x • i K• U E S :[ G h! AREA* • - • • - •x• • • • • * • • - - - • x- * • x • • • • x• •x•• HYURL_C. UA U I A. EQUIV. PIPE PT PT REF. FLOW C" FITTING FIGS. PE PV NOTES QUINT 01' LOSS/F LENGTHS TOT. PF PN 11.35 C=120 3.50 7.31 U=K*SQR (P) :-P 7. 31- 1. 1.049 0.00 0.00 K= 4.200 V 4.21 11.35 0.0456 3.50 0.16 C, 1 1. 13 C=120 3.50 7. 0;'' Q=K*SQR (P) : P= 7.02 2 1. 1.049 0.00 0.00 K= 4.200 V 4.13 11.13 0.0440 3.50 0.15 1 1 . 1 1 C=120 3.50 7.00 -- ---U=K x-SQR (P) . P_ 7--- - 3 1.049 0.00 0.00 f:= 4.200 V 4.12 11. 11 0.0438 3.50 0.15 11. 11 7.15 CS 3 8 1 1. 18 C=120 3.50 o-----•----•-•---------••---- 7.01) G1==K*S0R (P) : P= 7.09 IF 1.049 0.00 0.00 F;= 4.200 V 4.15 11. 18 0.0443 3.50 0.16 1 1 . 18 7.24 CS 4 9 11.53 CR1 0 3.50 7.53 U=K*SQR (P) : P=7.53 5 1...049 0.00 0.00, K= 41200 V 4.28 11.53 0.0469 3.50 0.16 11.53 7.70 J-----•-•---------•------ CS `' 10 22.83 C=120 0.75 7.47 ----G=1C OR (P) : - P=.7: 4 - 6 1.380 IT 6.0 6.00 0.00 K= 4.200 V 4.9 22.83 0.0437 6.75 0.30 41 22jy C=120 0.75 7..18 Q= K*SQR (P) : P= 7.18 7 1.380 IT 6.0 6. 00 ' 0.00 K= 4.200 V 4.8 22. 39 0.0421 6.75 0.28 x* SOUTHERN FIRE PROTECTION OF ORLANDU JOB- U-HAUL JOB NO 95011 DATE 5-16-95 PAGE u x••x.•x•.x••x*•••x••x..x•t•x•-•x-••x-•x•••••c-*••••••xDESIGN AREAx•x..x-.x•.x•.•x•..x•.•••.x..x..c-x••x•*x•••r.-•x•a•a x F1`tl)Ftl_C. on „C" EQUIV. PTf='E PT PT -- ------------_.__.._--------- REF. FLOW DIA. FITTING FTGS. PE PV x*** NOTES **** POINT UT I_OaS/F LENGTHS TOT. PF PN 22.39 7.46 CS 6------------------ 4: 2205 C=120 0.75 7.15 U =K *SQR (P) : P== 7.15 8 1.380 IT 6.0 6.00 0.00 K= 4.200 V = 4.79 22.35 0.0420 6.75 0.28 S5 7.44 CS 6 43 48 C- .t `0-------0. 7J------7.24 ----------- 77-7 - _ G -I .x aG ft (') : f 7 . `t+ S i 9 1.380 IT 6.0 6.00 0.00 K= 4.20000 V = 4.82 22.48 0.0425 6.75 0.29 22.48 7.53 Ca 6 44 23.18 C==120 0.75 7.70 U=K*SUR (P) : P= 7.7 10 1.380 IT 6.0 6.00 0.00 K= 4.200 V = 4.97 23.18 0.0449 6.75 0.30 23.18 8.00 CS 6 4 14.52 C=120 3.50 11. 9-r Q=K*SQR (P) :P = 11.94 1 1.049 0.00 0.06 K= 4.200 V = 5.39 14.52 0.0719 3.50 0.25 t 4. 5: 1:=:. =:0 CS 7------------- 14.40 C=1 `0 3.50 11.75 U=K* SQR (P) : P = 1 t . 75 22 1.049 0.00 0.00 K= 4.200 V = 5.34 14.40 0.0708 3.50 0.25 17 I V & C=1 0 3. 50 ' 11.71 0=1 *SUR (P) : P =11.71 23 1.049 0.00 0.00 K= 4.200 V = 5.33 14.37 0.0706 3.50 0.25 14.37 11.9G CS 9 28 SOUTHEFRN FIRE PROTECTION OF- ORLANDO JOB- U--HAUL JOB NO 95011 DATE: 5-16-95 RAGE 3 xx•x•**+t•***xnk+*•c!*•DESIGN AREA •a:+x-••a:+++x•+-+:••x HYDRLC. CAA EG?UIV. FIRE PT PT REF. FLOW DIA. FITTING FTGS. RE . RV NOTES *!* POINT- UT LOSS/F LENGTHS TOT. PF .. PN 14.38 C=120 3. 5k' 11.72 - w` G?=K*SQ' Ft (P) : -F='= 1 1 . 72 24 1. 049 • 0.00 0.00 F;= 4: 200 V = 5.34 14.38 0.0706 3.50 0.25 14. 38 1 1. 97 CS 10 9 14. 45 C =120 3. 50 11.84 0=1-G-M SQR (f"') : P= 1 1 . Ott 25 1. 049 0.00 0.00 K= 4. c.00 V = 5.36 14.45 0.0713 3.50 0.25 14. i5 12.09 CS 1.1 7 30 29.18 C=120 0. 75 1 . ;-20 G?-F: SG?R (P) : F' -- 12. ; 26 1.380 IT 6. 0 6.00 0.00 K LI., 200 V - 6. 26 29.18 0.0688 6. 75 0. /16 46 28.94 C= 12 0 0.75 12. V)0 0=K*SQR (P) : P = w 12- - 27 1.300 IT 6.0 1.00 0. 00 K= 4. 2'00 V - 6.21 28.94 0. 0678 6. '7 5 0. 46 47 28.'90 C=.120 0.75 11.96 0=:K*S0R (f"'> 28 1.380 IT 6. 0 6. 00 0. 00 F;= 4. 200 V = 6. 2 28. 90 0. 06 76 E-,. 75 0. 46 28.90 12.42 CS 12 48 28.91 C=120 0. '75 11. 97 - Q=K*SQR M-9 : P- 97 29 1.380 1 T 6. 0 6.00 0.00 1:= 4. 200 V - 11. 6. 2 28.91 0.0676 6.75 0.46 26.91 2 CS 12 4 9 29.05 C =120 0.75 12. 09 _ -_--_ _G?=FG*SOR R) : R= 12. 09 30 1.380 11' 6.0 6.00 0.00 K= 4.200 V = 6.23 29.05 0.0682 6.75 0.46 SOUTHERN FIRE PROTECTION OF ORLANDU #####x####x#xx J08- U-HAUL JOLT NO 9501.1 DATE 5-16-95 PAGE 4 k..*.....#.#....y....*.•*.#••x####x### DESIGN HYDRLC. on loci EOUIV. PIPE VIT PT REF. FLOW Din. FITTING FTGS. PE PV ## NOTES #* # POINT GT LOSS/F. LENGTHS TOT. PF PN 29. 05 12. 55 C S 12 5 [Ll 105. 9 7 C=120 96. '75 17. T 1 QA= --10 5. 9'7PT-= 17.01 56 2.157 1 T 10. 0 10.00 0.00 VELOCITY = 9.3 105.97-0.0849 106.75 9.07 1.1.•83 C=120 2.50, 7.93 K= 4.200-P= 7.93 1 1 2.157 0. 00 0.00 VELOCITY = 8.26 94. 14-0. 0682 2.50 22.83 C=120 2. 50 7. 76 F:= 0.000 P = -7. 76 41 2.157 0.00 0.00 VELOCITY = 6.26 71. 31 •--0. 0408 2. 50 0. 10 11.6c-' C=120 5.00 7.66 1:- 4.200 F'== 7.66'_. 12 2.157 0.00 0.00 VELOCITY = 5.24 59.69-0.029.E 5.00 0. 15 11.52 G- 120 2. 50 7. 51 1:= -4. 200...P 7. 51 - 13 2.157 0.00 0.00 VELOCITY = 4.23 48. 17-0. 0197 2. 50 0. 05 22.38 C=120 2. 50 7. 46 __ I-`^ -- 0. 000-P=- 7. /E, - 42 2.157 0.00 0.00 VELOCITY - 2.26 25. 79-0.006i_ 2.50 0.02 11.46 C=120 5. 00 7. 45 I:-- 4. 2'00 P= - 7. 4 5- 14 2.157 0.00 0.00 VELOCITY = 1. 2,6 14. ZZ--0. 0020 00 0. 01 11.46 C--120 2.50 7. 44 --- 4. 200 P= - 7. 44- 1.5 2.157 0.00 0.00 VELOCITY = 25 2.87-0.0001 i:. 50 0.00 22.34 C=120 50 7.4LF I = 0.000P=I.44 2.157 0.00 0.00 VELOCITY = 1.71. 19.47 0.0037 i.50 0.01 11.46 C=120 5.00 7. h LL;------ 1 `-- 4. 200 F ;-=-'-7.45 16 2.157 0.00 0.00 VELOCITY -- 2.71 30.93 0.0087 5.00 0.04 11.50 C =120 2.50 7.49 K:= 4.200 P= 7.49 17 2.157 0.00 0.00 VELOCITY •- 3.72 42.43 0.0156 2.50 0.04 42. 43 7. 53 CS 13 4 -) r••><xxx>E•x SOUTHERN FIRE PROTECTION OF ORLANDOxx*xyxxxxxrrxxx JOB-- U--HnUL JOB NO 95011 DATE 5--16-95 PAGE 5 x- • _. - •• • • a • • •• • • ar • * • • • - • •x• - •x• • • * • D E S I G N A f t E n .*....x.. r • ...*...... . ...*....x• .• r x• • • . # . ...#.., .x.., HYDRLC. OA C" EOUIV. PIPE PT PT REF-. FLOW DIA. FITTING F-CGS. PE PV at* NOTES**** POINT C,IT LOSS/F LENGTHS TOT. PF PN Lam.. 48 G=120 2.50 7.53 K= 0.000 P= 7.53 44 2.157 0.00 0.00 VELOCITY = 5.7 64.91 0.0343 2.50 0.09 11.59 C=120 5.00 7.61 K== - .4. 200 P= 7.61 18 2.157 0.00 0.00 VELOCITY = 6.71 76.50 0. 046 5 5.00 0.23 11.77 C=120 2.50 7.85 K= 4.200 P= 7.83 19 2.157 0.00 0.00 VELOCITY =- 7.75 88.27 0.0606 2.50 0.15 23.18 C=120 2.50 8.00 K= 0.000 P= 8.00 45 2.157 0.00 0.00 VELOCITY = 9.78 111.45 0.0932 2.50 0.23 12.05 C==120 39.25 8.233 K= 4.200 P= ' - 8. 23 20 2.157 0.00 0.00 VELOCITY 10.84 123.50 0.1126 39.25 4.43 51 78. 44 C=120 • 99.25 17.98 G?==1G*S0R (P) : -P= -17. 98 57 2.157 1 T 10. 0 10.00 0.00 K= 0.000 V = 6.88 78. 44-0. 0487 109.25 5. 32 ' 29. 18 C=120 10.00 12.66 on= 29.18PT= 12.66 L6 2. 15 7 0.00 0.00 VELOCITY = 4.32 49. 26--0. 0205 10.00 0. 21 28.95 C==120 10.00 12.46 on= 28.95PT= 12.46 47 2.157 0.00 0.00 VELOCITY = 1.78 20- 31-•-0. 0040 10.00 0. 04 28. 50 C=120 10.00 12. 42 QA'= 26. 90PT = 12.42 48 2.157 0. 00 , 0.00 VELOCITY = .75 8.59 0.0008 10.00 0.01 28.90 C=120 10.00 12.02 - -- uA= 28. 90PT = 12.42 49 2.157 0.00 0.00 VELOCITY = 3.29 37.49 Q. 0124 10.00 0.12 3 7. 49 12.55 CS 14 Q) 29. 06 C.=120 39.25 12.55 QA== 29. oGrT == 12.55 50 2.157 0.00 0.00 VELOCITY = 5.84 66.55 0.0359 39.25 1.41 xxxx******* SOUTHERN FIRE PROTECTION OF ORLANDO xxxkx.xxxkkxkkxr.x c JOB-- U--HAUL JOB NO 95011 DATE 5-1.6 -05 PAGE 6 x..k..k• ..x.. •k• .x• . •k• .k - • x• •k • - •c- - • • it• • k• - x• k • •x U E S .[ G N A R E f • x • • • •x- •x• • ..k..x ;..r,• • •x• • a •x• • : ka • .x..x.. .,...x..x. HYDRLC. Qw- • picot EQUIV. PIPE PT PT REF. FLOW DIA. FITTING FTGS. PE PV x* NOTES kk POINT UT LOSS/F LENGTHS TOT. PF PN 66. 55 13.96 Cs 15 J ;_ 48. 17 C =1 EO 178.50 19.91 OA= --48. 17PT= 19. 91 58 2.157 2T 10. 0 20. 00 0.00 VELOCITY = 4.23 48. 0197 198.50 3. 48. 17 15.99 CS 15 53 58. 21 C=120 178.50 22. GE- QA =- •--J8. C 1 PT= 22.66 59 2.157 2T 10. 0 20.00 0.00 VELOCITY = 5.11 58. c 1-0. 0280 198.50 5. 57 54 83. 66 C-=12LI 178. Jar 7, ; j. 6E,r•'T-= 28. 57 C0 2.157 2T 10. 0 20. 00 0. 00 VELOC I TY - 7. 34 83. C 6 -0. 0 5 4 8 198.50 l0. 89 55 ti 123. 50 C=120 18.50 12. 66 Of)= 123. 50PT = -ia. 6G 51 2.635 IT12.0 12.00 0.00 VELOCITY = 7.26 U2. 3. 50 0. 0425 30.50 1. 314) 66. 54 C=1*20 21. 50 ' 13. 9C, G1A-_._._66. 54PT= 13. 96 52 2.635 0.00 41.00 VELOCITY = 11.18 190. 04 0.0944 21.50 0.03 118. 17 C=1 =0 0. 00 1' . 9:) CA=--_-_8..1'7PT =- 15. 99 635 0.00 0.00 VELOCITY - 8.34 141. ( 37 0. 0550 20.00 1.10 141.' 87 17.09 CS 15 54 58. 221 C= 1 ^0 8. 50 17, Of3-- - -- G_, ^_ --50. 2 1 PT- 1 " 7.01) CIF 2.635 0.00 0.00 VELOCITY = 4.92 83. 66 0.0207 2B.50 0. 59 83. 66 17.68 CS 16 55 SOUTHERN FIRE PROTECTION OF ORLANDU JOB-- U--HAUL JOB NO 9501.1 DATE: 5--16--95 PAGE 7 x•x .* • ...*....%.. .x• • • • - • •• • •x- k..x. .x. *.. ... .x. U E a I f N A R E A ... .* .. . .... x• . ...n........*. ... .4. x.. . .x.. .. a+- x nx HYDRLC. QA licit EQUIV. PIPE PT F'T REF. FLOW DIP. FITTING FTGS. PE PV x NOTES POINT OT LOSS/F LENGTHS TOT. PF PN 105. 97 C=120 18.50 17.01 US 105.97PT= 17.01 56 2.635 1T12. 0 12.00 0.00 VELOCITY = 6.23 105 v9.7 0.0320 30. 50 , 0.98 78. 44 C=120 21.60 17.98 UA= 78.44PT== 17.98 57 2.635 0.00 0.00 VELOCITY = 10.85 134. 41 0. 089 3 21.60 1.93 48.. 17 C=120 20.00 11.91 on= 48. 17RT=- 19.91 58 2.635 0.00 0.00 VELOCITY = 13.68 58- 2 1 C=1 `0 28.50 22.66 on=- 58. _ 1 PT= 22.66 59 2.635 0.00 0.00 VELOCITY = 17.1 290. 79 0.0075 28.50 3.11 83. 66 C=1 0 cE 6.0 15.75 28.57 QA== 83.66PT= 20.57 60 2.635 12.00 6.66 VELOCITY = 22.02 374. 45 0.3313 27.75 9.19 PE= FOR HT. OF 20.0 0. 00 C=120 18.42 46.43 QA= 0.00PT= 46.43 TR 4.260 22.00 0.00 VELOCITY = 8.43 374. 45 0.0319 22. 00F. 40.42 1.21) 374. 45 47.72 CS .17 BR 0. 00 C=150 1 Ec 1 . 1 40.00 47.72 on= 0. OOPT =47.72 BR 6.090 23.14 0.00 VELOCITY - 4.12 374. 45 0.0037 2.00F=. 63.14 0.23 250. 00 C =150 6E27. 1 565.00 47. 9C5 QA== 250. OOPT== 47.95 CONN 7.980 2T52.8 272.78 0.00 VELOCITY = 4 624. 45 0: 0025 • 4. 00F. 837.78 2.14 TEST xrr+<a+rxxxx**xrr*x+t+!1t+M* SOUTHERN FIRE PROTECTION OF ORLnNDU JOB- U711RUL• JOB NO 95011 DnTE 5-16-95 PAGE 8 aaF***rt•*•>Fxx*rrr*x*r r******rr*xrrrrxFLOW SCNEM TIC*****xx rM*ar+t*x*ors*xxxxrrrrxxxrrxxxxx 83,66 190. 04 141.87 123.50 V 123. 50 20 V 66.55 111.45 V29.05 23.18 V 50>)>30)>)25 5((<(10(((45 14.45 11.53 V 88.27 19 V 76.50 18 1 V 1 37.49 64.91 V28.91 22.48 V 49))>29>))24 4((((9((((44 14.38 11.18 V 142.43 17 V 30. 93 16 V 3.59 19. 47 V28.90 22.35 V 40>)>c^8)>)23 3(((l8((c(43 14.37 11.11 2.87 15 14.33 14 20. 31 25.79 28. 94 22. 39 47))>27>>)22 2((<(7<(((42 14.40 11.13 48. 17 13 59.69 12 49.26 -71.31 29.18 "' 22.83 46))>26>>>2'i' 1(l2(6((<(41 14.52 11.35 94.14 11 33.(,6 50.21 48.17 78.44 105.97 290. 79 184. 41 BR TR 60)>>>>>))59)>>>>>>)58>)>>>>>)57)>')>)>>>>>>>)>>>>)>)>>)>>>))56 232.50 105.97 CONN 6^c4.45 TEST SOUTHERA FIRE PROTECTION Of- COLWO JOB-- U- HAUL JOB NO 95011 DATE 5-•16--95 PAGE 9 x... Y r' a' # ' •' ' "x-'' .x• .y ..y......y .. .., .,.... ........y. . W A T E f-t n N AL `r S i S r 'y ' ' "'x + . .... .. x.. .. ,. ..... K ..., .... x. ...,.. ..Y DENSITY X AREA 0.200 X 1500.00 _ 00.00 OVERAGE '= 74.45 GPM - 74.45 RACKS INSIDE HOSES = 0.00 OUTSIDE HOSES =- 250.00 FLOW RECI D FOR SYSTEM - 374.45 FLOW AT BASE OF RISER = 374.45 MIN FLOW AT BnSE OF RISER -- 374.05 TOTnL- FLOW 624.45 STATIC PRESSURE - 65.00 RESIDUAL PRESSURE =_ 54.00 RESIDUAL FLOW -' FLOW FROM CITY SUPPLY AT 20f"'S I = 2356 GPM PRESSURE FROM CURVE @ 'TOTAL_ FLOW ELEVATION -- 2.50 FOOT 1100.00 61. 14 1 . 08 hJU. DI A "C" LENGTH FACTOR + FLOW f='F FLOW VELOC I'TY ADDITIONAL VALVE LOSS, ETC. 7. 00 SAFETY MARGIN 0.00 PRESSURE_ nvnILnDLE: FOR SYSTEM 53.05 0 SOUTHERN FIRE PROTECTION OF ORLANDU**.*...............y,......,, JOB- U--F•ICIUL JOB NO 950.11 DATE 5-16--95 PAGE 10 WATER SUPPLY SCHEMAT I C***** *** * * *** >F* * * **•r ****.x.**.*. 1 ..__...___... _........._ .._ ........_.... .---'-"---'--'-----•---"--"--" ---....___.. _...---'--........_ ..__._....._...-. _.-•--'--"-'-"--'-------- ._...--..------ -- - 1 1 STATIC PRES. 65.000 PSI 1 1 I U 1 P 1 1 Y 1 1 U I R 1 V 1 , E PRES. AVf1TLABLI=: ! SAFETY MARGIN 1 11.051 PSI v 1 SYSTEM DEmAND---).............. (•---- FLOW AVAILABLE 1 374.44 GK / 250 GPM HOSE 1296.55 GPM ! E ! TOTAL_ DEMAND ! V ! 50.090 PSI AT! 1 R ! 624.44 GPM ! U ----- _ _- - ------ 1 1 / C RESIDUAL F='fiE"S. •-•) r.- ! 54. 000 PSI AT 1 D tt00.Oft) GPM 1 N 1 A M •- 355.62 GPM E AT 20.000 PSI D 1 1 7.580 PSI (ELEVATION) 1 1 I 1 I 1.._._.....__.___._-___._-_--..._...-_---.-------_-_-_.--__.__._._..__._._..__...._......_...__.__._..__..-__.--_.•---------,_---. _.. _-_-_--_-^____-_-. FLOW (GPM) FLOW SUMMARY SYSTEM FLOW 374.44 GPM OUTSIDE HOSE 250.00 GPM TOTAL DEMAND 624.44 GPM r 000 0.00G+ i grim 7F 700• 1 "000 • _ 76.70 0.00G+ I 76.70 x 2+090.08 I 0.00G+ 000 0.00G+ 76,700• 19000• = 76.70 000 ( 0.00G+ vl 76 • x 2: 27.25 = 0 9 0 , 0 8 000 0.00G+ M --- GULF STATES August 16, 1994 MANUFACTURERS, INC. BILL MARTIN GENERAL CONTRACTOR P O BOX 6486 ORLANDO FL 32853 POST OFFICE BOX 1128 STARKVILLE, MISSISSIPPI3059 TELEPHONE (601) 323-8021 FAX (601) 324-2984 RE: U-HAUL CENTER & SELF -STORE SANFORD FL GSM JOB# 26099-0 1)50x70x 16(LSW) Gentlemen: In accordance with purchase order documents, the referenced structure has been designed to withstand the loads as listed. The loads were applied as recommended by the Standard Building Code, Southern Building Code Congress International, Incorporated, 1991 Edition. In addition to the dead load of the building components, the design loads are as follows: ROOF LIVE LOAD WIND SPEED 100mnh Primary Framing 12 psf Exposure Factor C Secondary Framing 20 psf SEISMIC ZONE 1 GROUND SNOW LOAD 0 psf COLLATERAL LOAD 0 psf Exposure Factor n/a BUILDING USE CATEGORY I The building was designed in accordance with design specifications in the Ninth Edition of AISC Manual of Steel Construction and the 1986 Edition with 1989 Addendum of the AISI. Gulf States Manufacturers, Inc. is an approved manufacturer in the AISC Quality Certification Program in the category of Metal Building Systems. The design of accessories such as doors, windows, translucent panels, louvers and ventilators are not included with respect to properties or use regardless of their source. Other parts of the project such as the foundation, existing buildings, masonry walls, mechanical equipment and erection of the building components are not part of the design by Gulf States Manufacturers, Inc. Effects on the building due to the excluded items that fail to withstand their required loads are not covered in this letter. The building components should be erected in accordance with the referenced job number erection drawings on a properly designed foundation with anchor bolts of the diameter(s) and yield strength shown on the Gulf States anchor bolt plan. Field inspection of materials which are provided by Gulf States is the responsibility of the erector and/or overall project professionals. The foundation designer will find the column reactions with the referenced job anchor bolt setting plans. To the best of my knowledge this design conforms with the load requirements of the building code and purchased order documents as previously stated. The undersigned is not the engineer for the overall project. Sincerely: GULF STATES MANUFACTURERS, INC. R ph E. Mbellenhoff, P. E. Design Engineer rwm Enclosures (6) cc: T. Neal Robertson T/1/,e Project Engineer MANUFACTURERS OF METAL BUILDING SYSTEMS Gulf States Manufacturers, Inc. Elementary Load Reactions JOB26099-0; BLDG00; FRM02; DTL00; DES REV00; REV DATE08/09/94; REV TIME1641.* LEFT = BSW Column lines 2,3 Page 1 of 1 1 2.00 Vertical 1.98 0.85 DEAD Horizontal 0.85 0.0 Moment 0.0 Vertical 7.50 7.50 3.72 LIVE Horizontal 3.71 0.0 Moment 0.0 Vertical 17.82 11.18 WINDIL-R Horizontal 13.57 0.29 Moment 0.0 0.0 Vertical 5.32 13.53 WINDIR-L Horizontal 3.96 11.54 Moment 0.0 0.0 Vertical 12.02 5.38 WIND2L-R Horizontal 12.41 1.45 Moment 0..0 0.0 Vertical 0.47 7.73 WIND2R-L Horizontal 5.12 10.38 Moment 0.0 0.0 I tip CUlf STATES MANUF:,• - ;' fACTURfRS lNf. SHUR -LOK ROOF._' .. `• ..t\:•..: _ ::: ,.::...:. 1; _ y 3:..;_.t;:::-:.:. SYSTEM ERECTION MANUAL J."! ` In S t 1. `_ !y':,.:.•`i• vy_Y.., 1 t` r- ;'T' r rY t' t' r 'J. r i ..ii.:. `t fit'+^' =v'tr M-\' fice; •..t—i4L.4:s'`'- ' t.. . t x i I j 11l 4 a' ,, t. ;:: mil• \ \ _ `:.:.1 f'. 1 f•2i .`•• ':'3\': :f.it' ..1'•' !: `".• +ih .. ..:titi3 :^,`.: v\ t,. •!: ,'-'- .•\:- .toml . k Y L. , C ': C', i`.v'<; :.t: ,•'j>'. `'••.!'t .' a• r':t,.-t •'.7":': i•? _ :..te \t.. i:rr_:'> wad• fr- ',t''' :'. ^n l,,. :i r \' J>•f +i:y`fSc. ii:c::cr%'>(„n_ .•Cy"' r{" • ..A.. `:1" :t`"": rr >. '''_ ^ .,\ ^ . AI•t_ i.4 • .:%.tt• \, i2 4^ +I,:> n lam .t•t•":::` :\' 1 .'(' •.f.'.'..`.•i. ••:A. 4 !. Y ..::Y: •'9 ti'_ i+. =a' . :' '•x - :.•. >,f e t F.: i'. t!..`t, i.Y.. {>v t • 1:,.,=v r :..`:i.!4•1:•tr::i- ti••+.:i :s.: .: _ t.it •:G"•,- " 1"r7. •>.4^+ S1ATf5•r`- >'y•' ',wt •z ,.f•'r "y c +:a=•. ....>. '2 if 1. Jf h. i.• '•t• ':t •• - .\47- ji. :, n;:". :'.. `•r`, Ott^ L' r :t:. ,ti:' 'rr: .Z. r•,^, t' •'' `• •`C•".3,: "ii?•(<',r. :'vrr J'<'' . 1 1.: `r •,r'C ' J:. .. , .. ( V Parr •. 1 q" i•• v i:. ^ a _ \,! t.' :•h•`f''C' ^ • {5y, rr `i,it. 1. ... !t'•^. .. ....••o'•^:•:`'; .al 't ',E:G:rrh\1t..t}r. . ^.ti.t: PACE N0. EM1.0 TABLE OF CONTENTS OEM 3.0 GENERAL NOTES OEM27.0 ERECTION DETAIL FOR GABLE CLOSURE 'A' (AT PANEL FLAT) OEM 4.0 FASTENER. CLOSURE AND SEALANT IDENTIFICATION DEM28.0 ERECTION OF ENOWALL FLASHING DEM 5.0 RIDGE PURLIN DETAIL (ALIGNMENT HOLES) RAKE DETAIL WITH THERMAL BLOCK OEM29.0 ERECTION OF GABLE CLOSURE '8' (AT PANEL FLAT) OEM 6.0 BLANKET INSULATION DETAILS DEM30.0 ERECTION OF GABLE CLOSURE FLASHING (ENDING IN PANEL FLAT) OEM 7.0 SIDEWALL FLASHING, EAVE MASTIC AND METAL RIB PLUG DETAILS OEM31.0 ERECTION OF BIRD GUARD (ENDING IN PANEL FLAT) OEM 8.0 EAVE BOX TRIM. EAVE MASTIC AND METAL RIB PLUG DETAILS OEM32.0 ERECTION OF EAVE GUTTER OEM 8.1 TYPICAL SECTION AT RAKE WITH MASONRY OR OPEN ENOWALL OEM33.0 ERECTION PROCEDURE AT HIGH SIDEWALL FLASHING OEM 9.0 PANEL STARTING CLIP DETAILS (STARTING OR ENDING AT RIB) OEM34.0 ERECTION PROCEDURE AT HIGH SIOE WITH MASONRY PARAPET DEM10.0 ENDWALL FLASHING GUIDE AND RAKE CLOSURE DETAILS OEM35.0 ERECTION PROCEDURE FOR BELOW EAVE LEAN-TO OEM11.0 ERECTION DETAIL FOR GABLE. CLOSURE 'A' (AT PANEL RIB) OEM36.0 ERECTION PROCEDURE FOR EXPANSION FLASHING DEM 12.0 ERECTION OF ENOWALL FLASHING DEM37.0 TYPICAL EAVELINE LEAN-TO DETAILS DEM13.0 ERECTION PROCEDURE FOR FIRST ROOF PANEL OEM38.0 ERECTION PROCEDURE AT LEAN-TO ENOWALL (NOT AT BUILDING END)(AT RIB) DEM14.0 ERECTION PROCEDURE FOR ENOLAP IN FIRST ROOF PANEL RUN OEM38.1 ERECTION PROCEOURE AT LEAN-TO ENOWALL (NOT AT BUILDING END)(AT FLAT) OEM14.1 ERECTION PROCEDURE FOR ENOLAP AT 'ON PURLIN" LAP OEM39.0 ERECTION PROCEDURE AT FLUSH CANOPY (INTERIOR BAY AT PANEL RIB) DEM15.0 ERECTION PROCEDURE FOR FIRST ROOF PANEL AT RIDGE OEM40.0 ERECTION PROCEDURE AT FLUSH CANOPY (INTERIOR BAY AT PANEL FLAT) OEM15.1 ERECTION PROCEDURE FOR FIRST ROOF PANEL AT RIDGE W/ "ON PURUW CONN. OEM41.0 ERECTION PROCEDURE FOR BUILDING STEP IN EAVE HEIGHT STEP 1 OEM16.0 INSTALLATION OF PANEL CONNECTION CLIP OEM42.0 ERECTION PROCEDURE FOR BUILDING STEP IN EAVE HEIGHT STEP 2 DEM16.1 STAGGERED END LAP O 'STANDARD' CONNECTION DEM43.0 ERECTION PROCEDURE FOR BUILDING STEP IN EAVE HEIGHT STEP 3 OEM16.2 ERECTION.PROCEOORE AT TYPICAL PANEL LAP OEM44.0 ERECTION PROCEDURE FOR BUILDING STEP IN EAVE HEIGHT STEP 4 OEM16.3 STAGGERED END LAP O 'ON PURLIN" CONNECTION DEM45.0 TYPICAL DETAIL AT BUILDING STEP IN SAVE HEIGHT OEM16.4 ERECTION PROCEDURE AT TYPICAL "ON PURLIN" PANEL LAP OEM45.1 TYPICAL HIP DETAIL OEM17.0 ERECTION OF FIRST SIX RUNS OF STAGGERED PANELS OEM45.2 TYPICAL VALLEY DETAIL DEM18.0 ERECTION OF RIDGE FLASHING OEM46.0 ERECTION PROCEDURE AT BUILDING EAVE (WITH FACADE BACK PANEL) DEM19.0 ERECTION PROCEDURE AT RIDGE FLASHING LAP OEM47.0 ERECTION PROCEDURE AT BLDG HIGH SIDE CORNER (WITH FACADE BACK PANEL) DEM20.0 ERECTION OF GABLE CLOSURE '8' (AT PANEL RIB) OEM48.0 ERECTION PROCEDURE AT BUILDING ENOWALL (WITH FACADE BACK PANELS) OEM21.0 ERECTION OF GABLE CLOSURE FLASHING OEM49.0 ERECTION PROCEDURE AT PURLIN EXTENSION (AT PANEL RIB) OEM22.0 ERECTION OF BIRO GUARD DEM50.0 ERECTION PROCEDURE AT PURLIN EXTENSION (AT PANEL FLAT) OEM23.0 ERECTION OF PANEL SUPPORT PLATE (PANELS ENDING AT FLAT) DEM51.0 ERECTION PROCEDURE AT HIGH SIOE CORNER FOR SINGLE SLOPE BUILDING DEM24.0 ERECTION OF ROOF PANEL AT ENO OF BUILDING (ENDING AT FLAT) DEM52.0 CONTINUOUS PANEL SPAN SHUR-LOK DETAIL DEM25.0 PANEL STARTING CLIP DETAILS (ENDING IN PANEL FLAT) OEM53.0 SHUR-LOK ROOF DETAILS WITH THERMAL BLOCK AND BLANKET INSULATION OEM26.0 ENOWALL FLASHING GUIDE AND RAKE CLOSURE DETAILS DEM54.0 SHUR-LOK ROOF PANEL SHEETING DETAILS CUlf STATES . MANUfACTURffiS. INC. Lzz® PAGE ND DEH2.0 S N O T E S 1 THE PROCEDURES SHOWN IN THIS MANUAL ASSUME THAT THE BUILDING IS SQUARE AND PLUMB WITH ALL FRAMING AND BRACING ERECTED AND ALL ERECTION BOLTS TIGHT. THE SIDEWALL PANELS, ENDWALL PANELS, AND CORNER FLASHING MUST BE ERECTED BEFORE STARTING ROOF SHEETING. 2. THE MATERIALS FURNISHED FOR THE SHUR-LOK ROOF SYSTEM ASSUME THAT THE ROOF SHEETING WILL START AT ONE END OF THE BUILDING WITH A ROOF PANEL MAJOR RIB IN THE STANDARD LOCATION AND END AT THE FINISHING END OF THE BUILDING AT A ROOF PANEL FLAT. IF THE FINISHING END OF THE BUILDING IS AT THE ROOF PANEL MAJOR RIB, THE PANEL SUPPORT PLATE MAY BE OMITTED. ; 3. THE SHUR-LOK ROOF PANELS MUST BE ERECTED SO THAT THE MAJOR RIBS OCCUR AT 2'-0 O.C. EXACT. 4. THE SHUR-LOK RIDGE FLASHING MUST BE ERECTED AS THE ROOF PANELS ARE ERECTED. DO NOT ERECT MORE THAN SIX (6) RUNS OF ROOF PANELS BEFORE ERECTING A SECTION OF RIDGE FLASHING. 5. THE MASTIC, CAULKING, CLOSURES AND FASTENERS MUST BE INSTALLED EXACTLY AS SHOWN TO WEATHER SEAL THE ROOF AND PREVENT WATER DAMAGE. 6. THROUGHOUT THE MANUAL THE SYMBOL HAS BEEN USED TO POINT OUT DETAILS, DIMENSIONS AND NOTES OF SPECIAL IMPORTANCE. 7. REFER TO SEAMER INSTRUCTION `MANUAL PACKAGED WITH SEAMER FOR PANEL SEAMING PROCEDURES. 8. ALL DETAILS REFER TO SHADOW PANEL WALL AND 1:12 ROOF UNLESS INDICATED OTHERWISE. 7- 0010 LCUIf STATES. MANUfACTUMS. INC. o , i 12 SELF —DRILLING SCREW WITH WASHER AND WEATHER SEAL 1" ALL COLORS 1 1/2" WHITE do LONGUFE ROOF SCREW N 12 SELF—ORILLNG SCREW WITH NYLON WASHER 1" ALL COLORS 1 1/2" WHITE do LONGLIFE WALL SCREW 14 x 7/8" (AS) TYPE 4 FAS 800 SELF -DRILLING LAP SCREW Roof) I 114 x 7/8' (AB) TYPE 9 FAS 800 SELF -DRILLING LAP SCREW Wall) FASTENER, CLOSURE AND SEALANT IDENTIFICATION eBOC2 7/8' x 3/16" x 40' ROLL PANEL MASTIC BDC 2 v BOC 4 3/32" x 1 1/2" x 45' ROLL TAPE MASTIC BDC 4 A: 11 OZ. TUBE BEOC 1 WHITE BUTYL BEOC 4 BRONZE BUTYL CAULK TT TO 1 3" x 1" x 1'—I1 3/4" PLASTIC TO POLYSTYRENE PLASTICCONN. 1/ 8" DIAMETER POP RNET LAP-LOK SCREW THERMAL BLOCK WHITE ONLY INSL 3 1 1/2" x 180' ROLL INSULATION TACK TAPE SHUR- LOK OUTSIDE CLOSURE STRIP RCLI 1 NOTE: ALL CLOSURE STRIPS ARE CLOSED CELL POLYETHYLENE SHADOW PANEL INSIDE CLOSURE STRIP t> SLCP 100 SHUR- LOK OUTSIDE CLOSURE ( METAL) PCLI 4 0 CPG 24 SHUR- LOK INSIDE CLOSURE STRIP RCLO 1 SHz ELOUTSIDE CRIP SHUR- LOK INSIDE CLOSURE ( METAL) L GUIF STATES . MANUfACTUMS INC. RIDGE PURLINS RIDGE PURLIN DETAIL NOTE: FIELD DRILL 1/4" DIA. CONNECTION CLIP ALIGNMENT HOLES GABLE ANGLE ALONG CENTERLINE OF TOP FLANGE OF RIDGE PURLINS. RAKE DETAIL WITH .THERMAL BLOCK L CUlf STATES MANUfAfTUMS, INC. 0 PAGE NO. EMS.0 ERECTION PROCEDURE OF MASTIC AND METAL RIB PLUG AT BUILDING EAVE CAULK PANEL MASTIC (eoc 2) GABLE ANGLE I ROOF SCREW AT EACH PLUG 1;07I I PANEL MASTIC (60C 2) CONTINUOUS CL METAL RIB PLUG r EAVE BOX TRIM PANEL MASTIC :fey' FIELD TRIM RUBBER CLOSURE STRIP RIB (SEE DETAIL) WALL PANEL Ct OF FIRST RIB TO LINE UP WITH BACK OF GABLE ANGLE 2. INSTALL MASTIC AND CLOSURE STRIPS Xc — 1 1 /2" FOR SHADOW, CENTENNIAL, CLASSIC AND TRADITIONAL PANEL. S' FOR WALL—LOK NOTE: STANDARD SIDEWALL FLASHING SHOWN. OTHER PROFILES ALSO USED TO MEET THE SPECIFIC CONDITIONS. INSTALLATION TRIM DETAIL OF RUBBER PROCEDURES SAME FOR ALL I.0SURF STRIP PROFILES. DETAIL OF CAULK AT EAVE BOX TRIM END LAP CUIf STATES LZZ. MANMCTUMS. INC. RIM AIM ILE TRIM FLASHING ROOF SCREWS AT — EACH PURLIN WALL LAP SCREWS 2'-0 O.C. ENDWALL FLASHING GUIDE ROOF atn[n Al v+Vn rvnury TYPICAL SECTION AT RAKE WITH MASONRY OR OPEN ENDWALL LCU(f STATES J MANUfACTURfRS. INC. PANEL I""" 8 SIDEWALL FLASHING EAVE STARTING CLIP AT EAVE ERECTION DETAILS OF PANEL STARTING CLIP PANELS STARTING OR ENDING AT A MAJOR RIB iTARTING CLIP ROOF SCREWS STRIP RIB SLOTTED HOLE ABLE ANGLE STARTING CLIP AT RIDGE o STARTING CLIP GABLE ANGLE STARTING CLIP GABLE ANGLE STARTING CLIP BUTT CONNECTION NOTE: ROOF SCREWS SHOULD NOT BE INSTALLED TIGHT ENOUGH TO PREVENT STARTING CLIP FROM MOVING. NOTE: FIXED ROOF STARTING CLIP IS TO BE SCREWED GOWN TIGHT. NOTE: MASONRY ENDWALL FLASHII DETAIL AT STARTING CLIP MUST BE INSTALLED BEfOF STARTING CUP. STAR1 STARTING CLIP AT HIGH SIDE EAVE STAR GABLE ANGLE GABLE SAVE STRUT DETAIL AT HIGH SIDE OF BELOW EAVE LEAN-TO i GU[fINCSTATESJYOMCTURMS, IN LLUIIL LLU:>UIIL YIl1UhPOPCHALKLINE63/;' I FRQM TOP OF GABLE ANGLE l TO INSTALLING GUIDE) N CLOSURE STRIP ENDWALL PANEL CHALK LINE LOCATION OFENDWALL FLASHING GUIDE GABLE ANGLE WALL LAP SCREWS AT I'—O'O.C. CORNER FLASHING I LII / ENDWALL PANEL L BOTTOM OF FLASHING GUIDE MUST BE ON ENDWALL FLASHING CHALK LINE GUIDE HIGH SIDE EAVE DETAIL CABLE ANGLE CORNER FLASHING COPE 71/' DETAIL 'A' CABLE ANGLE BLDC. L ENDWALL FLASHING \— ENDWALL PANEL GUIDE PEAK DETAIL ENDWALL FLASHINGEEB/—GUIDE WALL LAP SCREWS I* — II MA RT AT EACH MAJOR RID ENDWALL PANEL BOTTOM OF FLASHING GUIDE MUST BE ON CHALK LINE EAVE DETAIL ENDWALL FLASHING GUIDE II I n ENDWALL PANEL BUTT CONNECTION DETAIL LCUIf STATES. MANUFACTURERS, INC. DIM DIM 'H- SINGLE SLOPE BUILDING EAVE CUTTER 6' HIGH SIDE FLASHING EAVE BOX TRIM 2' W/ SH,CP,CW,& TW WALLS 25/e S/W FLASHING ONLY O' HIGH SIDE FLASHING CUlf STATES MANUfACTURfRS INC. W/ WALL—LOK WALLS 27 L ENDWALL FLASHING PANEL MASTIC ROC 2) CLOSURE STRIP RIB CORNER FLASHING ERECTION OF GABLE CLOSURE PART 'A' PANELS STARTING OR ENDING_ AT A MAJOR RIB SIDEWALL PANELS GABLE ANGLE STARTING CLIP PANEL MASTIC BOC 2) PANEL MASTIC BOC 2) CANOPY EAVE DETAIL PANEL MASTIC (80C 2) SIDEWALL FLASHING (ON TOP OF ENDWALL FLASHING) ENOWALL FLASHING TUBE CAULK (BEDC 2) ON TOP OF STARTING SAVE STRUT PANEL AT LAP) STARTING CUP ERECTION PROCEDURE AT FIRST ROOF PANEL STARTING CLIP i ROOF LAP SCREWS—. l I9REO'D) 1 ALONG ENDLAP SHUR-LOK 3 1/Y2 1 2 PANELS END LAP MASTIC J BDC 2) MUST BE PLACED OUTSIDE FASTENER BACKING' CLIP CL 111) ENDLAP SECTION I PANEL MASTIC BDC 2) TUBE CAULKING I ENDWALLFLASHING LOWER PANEL ERECTION PROCEDURE FOR FIRST ROOF PANEL AT PANEL LAP FACTORY NOTCHED PANEL CONNECTION CLIP --{, ROOF LAP SCREWS E (SC) / iV 1.-O.. O C LAPPING DETAIL NOTE: DO NOT FASTEN PANEL TO PURLIN UPPER PANEL Rnnr 1 AP Cr R['WC I I BACKING I I CLIP CL 111) TUBEII CAULKING MASTIC BDC 2) LOWER PANEL ENDWALL FLASHING 3`ei ROOF LAP SCREWS LAPPED DETAIL 7-0 LCUlf STATES. MANUfACTUMS. INC. UPPER PANEL ROOF SCREWS ERECTION PROCEDURE FOR FIRST ROOF PANEL AT "ON PURLIN" PANEL LAP 7 REO'0) 1 ALONG ENOLAP SHUR-LOK FACTORY NOTCHEDPANELS PANEL ROOF: LAP SCREWS C -0" O.C. ENO LAP MASTIC SOC 2) MUST BE BACKING CLIP CL 111) PLACED OUTSIDE PURLIN ENDWALL FASTENER FLASHING ENDLAP SECTION UPPER PANEL Q PROOFLAPSCREW ROOF SCREWS 6 3" O.C. PANEL MASTIC j 1 I I i t ROOF LAP SCREW UPPER PANEL BOC 2) I j i i I I i T I T 1 ROOF LAP SCREW CAULKING ENDWALL I FLASHING I 1 i I i 1 i dl 1 ; o PROOF SCREWS LOWER PANEL 1 PURLIN LAPPING DETAIL j I 1 I I I BACKING Ill CLIP CL 111) TUBE CAULKING PANEL MASTIC 80C 2) LOWER PANEL A" PURIINJ LAPPED DETAIL i CULf STATES J MANUfACTURMS. INC. GE N0. A 14.1 ERECTION PROCEDURE FOR FIRST ROOF PANEL AT RIDGE NOTE: FIELD TRIM CL 111 AS REQUIRED TO CLEAR CABLE CLOSURE "B" NOTE: FIELD TRIM END OF PANEL AS SHOWN I TRIM i _ r ROOF LAP SCREWS 1'-0" O.C. SHUR-LOK ENDWALL FLASHING GABLE CLOSURE BACKING CLIP CL 111) PANEL MASTIC BDG 2) PANEL MASTIC . \ BDC 2) SHUR-LOK- ROOF PANEL MANUfACTURM PURLIN CU[f STA L ® ROOF SLOPE NO 114ERMAL 6U( WITH 1HERMAL BLK DIM L 6• PURLIN DIM L 91/2' PURLIN DIM L 6' PURLIN DIM L 91/2' PURLIN 5/12 5171,6' S/sue 61/e, 511/is, 1/12 63/16' 65/16' 65/1o' 67/1s' 1.5/12 so/16. 63/.. 611/ts 5% 2/ 12 7 71/.' 7 3/16' 7 7/16' 2.5/12 71/16, 73/i. 75/e 7is/ ie- 3/ 12 77/6. 61/.' 61/6, 61/,' 3. 5/12 6S/1s' 63/.' 51/6' 91/16' 4 / 12 6 13/I6' 9l/, 6' 1/s' 9l/s' 6. 5/12 95/,6 97/6' 911/16' 101/4. 5/ 12 917/6' 107/16' 1014 107/6. ERECTION PROCEDURE FOR FIRST ROOF PANEL AT RIDGE WITH 'ON PURLIN' CONNECTION NOTE: FIELO TRIM CL 111 AS REOUIREO TO CLEAR GABLE CLOSURE "B' ERMAL BLM DIN L 91/=. PURL IN 67/1." 6/e. 7'/,$- 7 u/u' 61/=. 1s /16' a% lot/.- INSTALLATION OF CONNECTION CLIP SHUR-LOK ROOF PANEL PURLIN W CLIP PURLIN) FIELD CAULK I 7 I UPPER LEG OF CLIP r V T CAULKING DETAIL IC7 TYPICAL CONNECTION CLIP INSTALLATION i 0 CENTERING RODROOFSCREWS 2 PER CLIP) BACKING CLIP I FACTORY INSTALLED CAULK CONNECTION CLIP SCI PANEL MASTIC CENTER CLIP OVER BDC 2) PRE -DRILLED HOLES b IN PURLIN WITH ROD I ROOF PANEL b INSULATION b HOLES FOR BAR JOIST CONNECTION AT RIDGE PURLIN FASTENERS 2 PER CLIP) PURLIN SIDELAP SECTION L CU[f STATES J MANUfACTURfRS, INC. STAGGERED END LAP *'STANDARD' CONNECTION STAGGERED PANEL LAPS NOTE: FASTENERS MUST NOT PENETRATE PURLN TOP FLANGE ENDLAP FASTENERS SCREW INTO BACKING CLIP (CC 111) ONLY{ r3 N;U7 NOTE: PANELS WILL BE STAGGERED ON BUILDING HALF SPANS GREATER THAN 40'-0" k STAGGER PANELS EQUAL TO DISTANCE OF PURLIN SPACING Y, 4% 5' ETC. LZZ GUIf STATES) MANUFACTURERS, INC. i I;U7 NOTE: PANELS WILL BE STAGGERED ON BUILDING HALF SPANS GREATER THAN 40'-W STACCfR PANrI.S EQUAL. TO OISIANCE OF PURLIN SPACING 3'. 4'. 5' ETC. STAGGERED END LAP *'ON PURLIN' CONNECTION STAGGERED PANEL LAPS NOTE: FASTENERS MUST PENETRATE PURLIN TOP FLANGE L 6Ulf STATES . WANUfACTURMS INC. ROOF LAP SCREWS--* T ' 9 REO'D) ALONG ENDLAP SHUR-LOK 1 Y2 1 FACTORY PANELS NOTCHED PANEL END LAP MASTIC J CONNECTION CLIP SCE BDC 2) MUST BE PLACED OUTSIDE PURLIN FASTENER BACKING CLIP CL 111) ROOF LAP SCREW ENDLAP SECTION 1"-Cr D.C. FLASHING MASTIC BDC 2) LOWER PANEL LAPPING DETAIL ERECTION PROCEDURE AT TYPICAL PANEL LAP P ntr. nn unt r.etr PURLIN LCU[f STATES J MANUMUUMS. Mt ROOF SCREWS T I ERECTION PROCEDURE AT TYPICAL "ON PURLIN" PANEL LAP 9 REO-D) i ALONG ENDLAP P SHUR-LOK 1 Y2 7 FACTORY PANELS NOTCHED PANEL •,*. •+•• CONNECTION CLIP END LAP MASTIC ( SCL`) BDC 2) MUST BE PLACED OUTSIDE PURLIN FASTENER ROOF LAP SCREWS ENDLAP SECTION 1'-0• D.C. ENDWALL- FLASHING MASTIC BDC 2) LOWER PANEL LAPPING DETAIL LOWER PANEL PURLIN L CUIf STATES . MANUfACTURfRS. INC. r ERECTION OF SIX RUNS OF STAGGERED PANEL GABLE CLOSURE 'A --\ L SHUR-LOK RIDGE FLASHING TUBE CAULKING TUBE CAULKING ERECTION OF RIDGE FLASHING SHUR-LOK PANEL PANEL MASTIC (BDC 2) 2 PURLIN BACKING CLIP CL. 111) FASTENERS O 3"O.C. 1-0" RIDGE FLASHING FIELD MODIFY TO DIMENSIONS SHOWN IF NECESSARY RIDGE FLASHING SECTION NOTE: LEAVE OFF LAST THREE E> SCREWS 70 FOR CLOSER S' TO LAP GABLE CLOSURE 'A' SHUR—LOK ENDWALL FLASHING PANEL MASTIC BDC 2) PANEL MASTIC BDC 2) SHUR—LOK ROOF PANEL NU7 NOTE: SIX RUNS OF PANEL MUST BE INSTALLED BEFORE PUTTING ON RIDCE FLASHING BACKING CLIP ROOF SLOPE NO THERMAL BLK WITH 7HERNAL BLK DIM L B• PURLIN DIN L 91/2. PURLIN DIN L B. PURLIN DIN L 41/2' PURLIN 5/12 513/it' s 7/8, 61/8, 515/16' 1/12 63/I t' 61/,0' 6S' 61/,t' 1.5/12 611/1s 6V.' 6t1/it' 61/e 2/12 7 71/4' 73/,t 71/tt' 2.5/12 77/1 t' 73/ice 7%- 71/fs 3/ 12 71/6' 61/. • 61/t' B 1/1' 3.5/12 BS/,t' 63/,, 65/6, 91/11, 4/12 613/e 5/12 9S/1t. 7/t. 9t1/16 f0/1. 5/12 1 91S 101/1t' 101/i' 101/6. ROOF LAP SCREWS THROUGH I Tf MASTC O YO.C. j (TYP. IBOTH SIDES) NOTE: DO NOT FASTEN RIDGE I FLASHING TO PURLIN 1 \ I II1I * ROOF LAP SCREWS THROUGH 1 1 EACH SIDE OF CAP AS SHOWN 1 I 1TUBE CAULKING 1 I 1 1. I IISEAMED RIBS CAULK ENDS CULf STAUSSTAUS MANUfACTURfRS, INC. P I SHUR-LOK V NOTE: 00 NOT FASTEN RIDGE FLASHING TO PURLIN r GUI/If STATES. MANUfACTURMS, INC. ERECTION PROCEDURE AT RIDGE FLASHING LAP PANEL MASTIC BOC 2) NOTE: INSTALL RIDGE FLASHING SECTIONS AFTER EVERY FIVE RUNS OF PANEL. SHUR-LOK RIDGE FLASHING w LEAVE OFF SCREWS - IN THIS AERA TO ALLOW FOR GABLE CLOSURE FLASHING SHUR-LOK ENDWALL FLASHING SHUR-LOK - ROOF PANEL TT I CABLE T CLOSURE *9 ERECTION OF GABLE CLOSURE PART 'B' ROOF LAP SCRWES S' O.C. GABLE CLOSURE 'Er ROOF LAP SCREWS I-o' O.C. PANEL MASTIC BDG 2) 7-000 GUlf STATES J ONUfACTUMS. INC. ERECTION OF GABLE CLOSURE FLASHING GABLE CLOSURE T r ROOF LAP FLASHING SCREWS (3) T i 1 GABLE CLOSURE 'A p SHUR-LOK ENOWALL PANEL MASTIC FLASHING i BOC 2) a ROOF LAP SCREWS e 9 GABLE CLOSURE "B" e e • 0 e e 0 PANEL MASTIC e RIDGE FLASHING BOC 2) ROOF LAP SCREWS 3'D.C.' e SHUR-LOK A ROOF PANEL e V . i CUIf STATES MANUfAMIMS. INC PAGE NO. EM21.0 ERECTION OF BIRD GUARD BIRD GUARD ROOF LAP SCREWS 2 o EACH PEICE) CABLE CLOSURE o FLASHING ENDWALL FLASHING GABLE CLOSURE "B' LCUIf STAUS MANUfAMRfRS Mr. PAGE NO. EM22.0 1 ERECTION DETAILS OF PANEL STARTING CLIP WITH BUILDING ENDING IN PANEL FLAT PANEL SUP(PRT SHUR-LOK ROOF PANEL IC7 ROOF SCREWS ® 3'-0"O.C. NOTE: FASTENERS MUST BE NOT AT SLOTS) OUTSIDE OF GABLE ANGLE PANEL MASTIC FASTEN TIGHT. 8DC 2) LAP CLIPS TOGETHER (1") CUP CAULK WATER TIGHT STARTING L) STARTING CLIP / ROOF PANEL PSC PSCL_) SLOTTED HOLES STARTING CLIP ROOF SCREW SH PSCL_) NOTCHING OETAL PANEK / GABLE ANGLE SIDEWALL FLASHING EAVE STRUT STARTING CLIP AT EAVE ROOF SCREWS 3'-0"O.C. NOT AT SLOTS) ST (PSCL-) LIP 1 PANEL MASTIC (80C 2) ` CABLE ANGLE PANEL SUPPORT CAULK PLATE (PSCL) LAFPING SAL. C7 PANEL SUPPORT PLATE (PSCL_) NOTE: MASONRY ENDWALL FLASHING GABLE ANGLE STARTING CLIP LAP CONNECTION MUST BE INSTALLED BEFORE STARTING CUP. DETAIL AT STARTING CLIP jb r GIRT 12r1 ROOF PANEL STARTING CLIP PSCL_) PANEL SUPPORT i PLATE (PSCt-) GABLE ANGLE PANEL SUPPORT PLATE (PSCL_) ROOF PANEL PEAK PURLIN STARTING CLIP AT RIDGE STARTING CLIP AT HIGH SIDE EAVE R0, GABLE ANGLE PANEL SUPPOR PLATE (PSCL_) cevC cTRUT GABLE A DETAIL AT HIGH SIDE OF BELOW EAVE LEAN-TO LCUCf STATES. MANIMACIURfRS, INC. POP CHALK LINE 63/4 FROM TOP OF CABLE ANGLE ERECTING ENDWALL FLASHING GUIDE AND RUBBER CLOSURE STRIP DOUBLE FACE INSULATION TAPE UNDER CLOSURE GABLE ANGLE STRIP (OPTIONAL -TO SECURE CLOSURE PRIOR TO INSTALLING GUIDE) ENDWALL FLASHING CABLE ANGLE CORNER FLASHING N CLOSURE STRIP `- ENDWALL PANEL CHALK LINE LOCATION OF ENDWALL FLASHING GUIDE GABLE ANGLE WALL LAP SCREWS AT 1'-0'O.C. CORNER FLASHING I 1. II II / LENDWALL PANEL L BOTTOM OF FLASHING GUIDE MUST BE ON ENDWALL FLASHING CHALK LINE GUIDE HIGH SIDE EAVE DETAIL COPE 7L/' DETAIL "A" I CABLE ANGLE BLDG. I 1 ENDWALL FLASHING p GUIDE F 6 97'/ II ENDWALL FLASHING ENDWALL PANEL GUIDE PEAK DETAIL GUIDE WALL LAP SCREWS I'- 0"O.C. AT EACH MAJOR RIB ENDWALL PANEL BOTTOM OF FLASHING GUIDE MUST BE ON CHALK LINE EAVE DETAIL 11 1 II ENDWALL PANEL BUTT CONNECTION DETAIL L CU[f STATES J MANUfAC umS. INC. r- ERECTION OF GABLE CLOSURE PART 'A' AT PANEL FLAT PANEL MASTIC PANEL MASTIC ( BOC 2) STARTING CUPBOC2) /\ SHUR—LOK ROOF PANEL GABLE ANGLE O SUPPORT PLATE ENOWALL FLASHING GUIDE ENDWALL PANEL J II I II 111 DETAIL OF MASTIC ON STARTING CLIP L CUIf STATES J AIANUfACTUMS, INC. STARTING IMARKFOR TRIMMINGABLECLOSURE " ANOTE: MARK do TRIM GABLE CLOSURE 'ASTARTINGTOLINEUPWITHEDGEOF STARTING CLIP TOP FLANGE TRIMMING DETAIL FOR GABLE CLOSURE 'A' UC I AIL Ur "AOLC <.LVbVl1C A PACE NO. EM27.0 0.------- rAI II I! I AP -- ` ROOF LAP SCREWS 1—O"O.C. ERECTION OF ENDWALL FLASHING L SHUR—LOK ENDWALL FLASHING ENDWALL PANEL START AND END ENDWALL FLASHING AS SHOWN BELOW CORNER FLASHING ENDWALL FLASHING EAVE GUIDE GABLE CLOSURE 'A FROM, POP RIVETS (9) ENDWALL FLASHING q BLDG. PEAK EAVE DIM "C DIM "H" EAVE CUTTER 6" HIGH SIDE FLASHING SAVE BOX TRIM 2" W/ SH,CP,CW,& TW WALLS 25/g S/W FLASHING ONLY Cr HIGH SIDE FLASHING W/ WALL—LOK WALLS 2' ROOF LAP SCREWS 1-0"O.C. PANEL MASTIC (BDC 2) STARTING CLIP ROOF SCREWS AT ROOF SCREWS EACH PURLIN Y-0"O.C. SHUR—LOK PANEL SHUR—LOK ENDWALL FLASHING POP RIVETS (9) i PANEL S PPORTROOFSCREWSO AT SATSLOTS i PLATE FASTENERS GABLEEANGLE In OUTSIDE CLOSURE I STRIP (RCLO 1) WALL LAIT CREWS PURLIN ® MAJOR RIBS I- 0"O.C. ENDWALL FLASHING ENDWALL PANEL GUIDE PANEL ENDING DETAIL BUILDING ENDING AT ROOF PANEL FLAT) ENDWALL - FLASHING ENDWALL PANEL HIGH SIDE EAVE SINGLE SLOPE BUILDING L GULf STATES J MANUfACTUMS, INC. RING LEAVE OFF FASTENERS 1INTHISAERATOALLOW , FOR GABLE CLOSURE I FLASHING II I1 I II T T ERECTION OF GABLE CLOSURE PART 'B' AT BUILDING ENDING IN ROOF PANEL FLAT I I I I 1 I I ' ROOF LAP SCREWS 1 1 s' O.C. CUT PLUG FROM CLOSURE STRIP 7 MATERIAL INSERT INTO AREA I SHOWN USE CAULK sf ' OR MASTIC TO SEAL CABLE CLOSURE 'B s i:. MASTIC (BOC 2) CLOSURE PLUG DETAIL STRIP DETAIL CABLE CLOSURE "A" GABLECCLOSURE 'A' sltr i STARTING CLIP - CLOSURE FLASHING MASTIC -- NN STEP 3 L CUIF STATES J MANUfACTUMS, INC. STEP 2 I CABLE CLOSURE 'A PAGE NO. EM 29.0 ERECTION OF GABLE CLOSURE FLASHING AT BUILDING ENDING IN ROOF PANEL FLAT GABLE CLOSURE FLASHING 1 t ROOF LAP SCREWS (3) T Ti iI GABLE CLOSURE "A SHUR-LOK ENDWALL MASTIC (BDC 2) FLASHING i ROOF LAP SCREWS A 1-0"O.C. ROOF LAP SCREWS 0 I-0'O.C. a' GABLE CLOSURE "B" o ROOF LAP SCREWS 3"D.C. CLOSURE PLUG o e BOTH SIDES SEE DETAILS) STARTING CLIP RIDGE FLASHING FIELD MODIFY LENGTH ROOF LAP SCREWS AS NECESSARY) PANEL MASTIC sO.C. 0 BDC 2) 1 SHUR-LOK J ROOF PANEL L CUIF S fS MANwAfTUMS INC. PAGE NO. EM30.0 ERECTION OF BIRD GUARD AT BUILDING ENDING IN ROOF PANEL FLAT BIRO GUARD ROOF LAP SCREWS 2 0 EACH PEICE) GABLE CLOSURE o 0 FLASHING 0 ENOWALL FLASHING GABLE CLOSURE '8' LCUlf STATES MANUWTUMS INC. PAGE NO. EM31.0 ENDWALL FLASHING (EF_) RUBBER CLOSURE III fii rROOF PANEL O JL-STARTING SHUR-LO CLIP ENSWALL FLASHING WALL LAP SCREWS END U CLJ OSUREEFC 1DO) CORNER FLASHING CF_) NOTE: FIELD NOTCH BOTTOM LEG OF ENDWALL FLASHING SIX INCHES AS SHOWN TO CLEAR EAVE GUTTER. GUTTER END CAP I CORNER NOTE: FLASHING GUTTER EXTENDS 2" PAST EDGE OF CORNER FLASHING. NOTE: INSTALL GUTTER END CAP WITH 10 POP RIVETS AT 1 1/2" O.C. CAULK POP RIVETS AND ALONG INSIDE EDGE OF END CAP TO MAKE WATER TIGHT. FASTEN EACH CLIP TO UPPER FLANGE OF SAVE GUTTER AT 2'- C O.C. WALL LAP SCREWS EAvE CUTTER LCULf STATES J MANUfACTURMS. INL'. ERECTION OF EAVE GUTTER EAVE CUTTER HANGER CLIP ROOF LAP SCREWS 1'- 0' D.C. e SHUR- LOK ROOF PANEL e ROOF SCREWS 3' O.C. es e 2) ROOF LAP SCREWS---. e e EAVE GUTTER HANGER CLIP SIDEWALL PANEL BEND HOOK CLIPS ON LOWER LEG OF EAVE GUTTER AND POPSITION AT 2'-0" O.C. TO ALIGN WITH SHOWER OF MAJOR PANEL RIBS LOCKING TAB ON GUTTER CLIP 90 DECREES TO PREVENT CLIP FROM UNHOOKING) NOTE: CONNECT GUTTER CLIP TO ROOF PANEL WITH 2 ROOF LAP SCREWS USING CLAMP TO HOLD CLIP INTO POSITION ROOF LAP SCREWS EACH SIDE Of PLUG EF_) CORNER TRIM ( CT e ROOF PANEL - POP RIVETS 4 PER FACE) OCUTTER EG_) CORNER CLOSURE LAP DETAIL AT ENDWALL FLASHING SECTION AT EAVE ENDWALL FLASHING ERECTION PROCEDURE AT HIGH SIDEWALL FLASHING ROOF LAP SCREWS 2'-0"O.C. HIGH SIOEWALL 2/4 FLASHING PANEL MASTIC (80C 2) ROOF LAP SCREWS 2'-0'O.C. SHUR-LOK PANEL MASTIC ROOF PANEL FASTENERS ROOF SCREWS BDC 2) 1'-0"O.C. ROOF SCREWS (7 PER i HIGH SIOEWALL PANEL FLAT) FLASHING ROOF LAP SCREW ® I WALL LAP SCREWS EACH SIOE OF CAP SHUR-LOK RIB FLASHING (HAT 210)• OUTSIDE CLOSURE SHUR-LOK RIB EAVE STRUT (ESHS_) STRIP (RCLO) FLASHING (HAT 210) 0 PANEL ISIOEWALLSECTIONATHIGHSIDE SHUR-LOK ROOF PANEL 420 HIGH SIOE SAVE STRUT 1 E`' - J 9 ` WALL PANEL L CUIf STATES J MANUfACTAMS. INC. ERECTION PROCEDURE AT HIGH SIDE WITH MASONRY PARAPET RC SHUR- FLASHING ( IASONRY WALL LGULf STATES MANUfAfTURERS. IN. EXPANSION BASE FLASHING BFL _) \ ROOF LAP SCREWS ROOF LAP SCREWS \ a 3"O.C. ROOF LAP SCREWS SHUR-LOK EACH S10E OF CAP RIB FLASHING HAT 210) e SHUR-LOK ROOF PANEL a PURLIN WALL PANEL RUBBER 4 PANEL MASTIC BOC 2) I 111 BACKING CLIP CL 111) STRIP ERECTION PROCEDURE FOR BELOW EAVE LEAN-TO GIRT SPLIT WALL PANEL TO ALLOW FOR EXPANSION FLASHING TO BE INSERTED WALL PANEL INSIDE CLOSURE ROOF LAP SCREWS STRIP I-0"O.C. EXPANSION BASE FLASHING GIRT SHUR-LOK C SC RIB FLASHING II WALL SCREWS SHUR-LOK ROOF PANEL I 10 BACKING CUP CL 111) PANEL MASTIC 3 i (SOC 2) ROOF SCREWS I PURLIN I1I 3' 11 WALL PANEL IJ63/1; ROOF LAP SCREWS O YO.C. 1'-1 7/8 I BELOW SAVE LEAN-TO 00 GUIf SWfS J YANWACTURMS INC. ERECTION PROCEDURE FOR EXPANSION FLASHING SHUR-LOK ROOF PANEL ROOF LAP ROOF LAP SCREWS SCREWS 2 PER PLUG 3' O.C. e e PURLIN PANEL MASTIC ROOF LAP ( BDC 2) SCREWS e 6O.C. e METAL RIB PLUG MASTIC OVER UNDER PLUG) AND \ ROOF LAP \ SCREWS 3' O.C. ROOF LAP SCREWS EACH SIDE OF CAP e ` e ` e ` SHUR- LOK ROOF PANE / PANEL MASTIC BDC 2) BACKING CLIP CL 111) PURLIN SHUR- LOK ROOF PANEL 8 NEL MASTIC (BDC 2) 2 ROOF LAP SCREWS TOP AND BOTTOM OF PER PLUG METAL RIB PLUG METAL RIB PLUG 2' O.C. (CPG 24) 1 ROOF LAP SCREWS 3' O.C. CONN. CLIP ROOF LAP SCREWS ROOF SCREWS 3' 6" D.C. 2 PER CLIP) CONN. CLIP EXPANSION SC" FLASHING ( LEP 110) I PURLIN 3 3/t6 3" PANEL MASTIC BDC 2 BACKING111) 6 3 16 1 SHUR-LOK 7 3 4 RIB FLASHING 1' 7 t/(HAT 210)I 7 TYPICAL SECTION RIB FLASHING FROM WEB OF e PURLIN TO END OF ROOF PANEL EXPANSION FLASHING LEP 110) PANEL MASTIC BDC 2) SHUR- LOK RIB FLASHING HAT 210) jI16 pF CONNECTION CLIPS 0 ` L OQF NOT SHOWN FOR CLARITY S\; CULT STATES MANUfACTURMS. INC. TYPICAL EAVELINE LEAN-TO DETAILS PANEL MASTIC (BOC 2) TOP do BOTTOM OF METAL RIB PLUG METAL RIB PLUG CPG 24) 63/Ae N 2 ROOF LAP SCREWS PER PLUC (TYP) rEXISTING BUILDING ROOF PANEL MASTIC 3' i ROOF SCREWS 80C 2) io ® 3" O.C. CONN. CLIP (SCL`) SHUR—LOK ROOF PANEL Ec EAVE STRUT ROOF SCREWS 3 EXPANSION BASE 2 PER CLIP) FLASHING HAT 310) BACKING CLIP 1'-1 7/8 CL 111) PURLIN ROOF LAP SCREWS S' O.C. WALL PANEL 2 R00P LAP SCREWS PER RIB EAVELINE LEAN-TO ADDITION TO EXISTING BUILDING WITH SHUR—LOK) METAL RIB PLUG 2 ROOF LAP SCREWS CPG 24) PER PLUG (MASTIC ABOVE AND UNDER PLUG)(SOC 2) PANEL MASTIC BDC 2) SHUR—LOK CONN. CLIP(OFF SET) ROOF PANEL SCE) SIDEWALL FLASHING CAULK JOINTS) ROOF SCREWS (2 PER CLIP) WALL SCREWS 0 WALL LAP SCREWS 1'-0" O.C. EAVE STRUT CLOSURE STRIP OUTSIDE) WALL PANEL PANEL CONNECTION AT EAVELINE LEAN-TO L CU[f STATES. mmuaCTURfHS INC. PAGE NO. EM37.0 LAP SCREWEACHDEOFRID ERECTION PROCEDURE AT LEAN-TO ENDWALL NOT AT END OF BUILDING) AT PANEL RIB I ROOF SCREWS 1 INSIDE CORNER 3'O.C. i CLOSURE s JI LOCATION OF DETAIL ON BUILDING CORNER TRIM] POP RIVETS (8) \ EAVE CUTTER SHUR-LOG - ENDWALL FLASHING POP RIVETS PANEL STARTING ROOF PANEL CLIP (PSCL ) INSIDE CORNER CLOSURE GUTTER I IFULL HEIGHT END I GABLE ANGLE (GA ) CAP ( INSTALL WITH I I 12 POP RIVETS i CAULK WATER TIGHT) WALL PANEL 1. INSTALL TUBE CAULK ON INSIDE CORNER CLOSURE AS SHOWN. SECTION 'A —A' 2. INSTALL INSIDE CORNER CLOSURE POP RIVET TO ROOF PANELS -CAULK POP RIVETS) 3. INSTALL CUTTER (POP RIVET TOP LIP TO INSIDE CORNER CLOSURE) 4. INSTALL ENDWALL FLASHING. LEAN- TO ENDWALL PANEL TUBE CAULK INSIDE CORNER CLOSURE ENDWALL FLASHING GUIDE CAULKING LOCATION DETAIL SHUR- LOK ROOF PANEL PANEL MASTIC BDC 2) 10 PURLtN STARTING CLIP F GABLE ANGLE r PURLIN LCULF STATES . MANUFACTURERS /NC. ROOF SCREWS i • 3"O.C. e ERECTION PROCEDURE AT LEAN-TO ENDWALL NOT AT END OF BUILDING) AT PANEL FLAT I e : 11350 \ PURUN ROOF-LOK CORNER TRIM \ ROOF PANEL POP RIVETS (8) SAVE GUTTER \ ROOF-LOK ENOWALL FLASHING PANEL MASTIC SOC 2) STARTING CLIP PANEL MASTIC SOC 2) I. INSTALL STARTING CLIP UP TO INSIDE CORNER (WITH MASTIC BELOW) 2. FIELD NOTCH AND BEND STARTING CLIP AS SHOWN AT INSIDE CORNER TO FORM 45 DEGREE WATER ONERTER 3. INSTALL FIELD MODIFIED STARTING CLIP (TUBE CAULK AS REO'O. TO MAKE ALL JOINTS WATER TIGHT)' 4. INSTALL PANEL MASTIC ALONG TOP OF STARTING CLIP AS SHOWN' S. INSTALL GUTTER (POP RIVES GUTTER ENDCAP IN PLACE FIRST). GUTTER EXTENDS -TO FACE OF ENDWALL PANELS. FIELD WORK GUTTER AT WATER OIVERTER. 6. INSTALL ENOWALL FLASHING. 7. INSTALL CORNER TRIM. LEAN -TO ENOWALL PANEL ENOWALL GUIDE e PANEL MASTIC \ BDC 2) L CULf STATES STARTING CLIP PANEL MASTIC BOG PANEL SUPPORT PLATE (PSCI I LOCATION OF DETAIL ON BUILDING CABLE ANGLE r- PURUN MANUfACTURMS. INC. PACE NO. EM38.1 ERECTION PROCEDURE AT FLUSH CANOPY INTERIOR BAY AT PANEL FLAT SHUR-LOK ROOF PANEL LOCATION OF ROOF LAP SCREWSDETAILONBLDG. 1"-0- D.C. STARTING CLIP PANEL ROOF SCREWS MASTIC -3'-0" 0 CLIP 30 BDC 2) / CANOPY \ PURLIN CANOPY WALL SCREWS - RAFTER 1-0' O.C. I- SOFFIT 6" X 2" CABLE ANGLE ATTACHED TO BOTTOM OF CANOPY RAFTER AT 5' -G' O.C.) NOTE: Ir X 4" CABLE ANGLE REQUIRED WITH 9 1/2" PURLINS. K- A-307 BOLT FASTENED TO CLIP) FASCIA FLASHING WALL LAP SCREWS 1'-0* O.C. WALL SI 2'-0' ( ENDWALL FLASHING GUIDE L CUlf STATES,. MANUfACTURMS. INC. STANDARD ENDWALL FLASHING ENDWALL FLASHING EF-) J WALL SCREWS 2'-0' C/C rPFASCIAFLASHING PEF-) I TRIM FLASHING WALL SCREWS (TZ-) 2'- 0' O.C. ALTERNATE FASCIA FLASHING DETAIL LOCATION OF DETAIL ON BLDG. WALL SCREWS t 1'-0" O.C. SOFFIT ERECTION PROCEDURE AT FLUSH CANOPY INTERIOR BAY AT PANEL RIB ROOF PANEL 6" X 2' GABLE ANGLE ATTACHED TO BOTTOM OF CANOPY RAFTER AT 5'-0" O.C.) NOTE: 8" X 4" GABLE ANGLE REOUIREO WITH 9 1/2" PURLINS. A-307 BOLT FASTENED TO CLIP) FASCIA FLASHING (PEF-) WALL LAP SCREWS 1'-0" O.C. L GUIf STATES MANWACTURfRS INC. FIELD TRIM ENDWALL FLASHING TOP LEG STANDARD ENOWALL FLASHING EF _ ) ENDWALL FLASHING EQ WALL SCREWS 2'-0" O.C. WALL SCREWS ENDWALL 2'-0" C/C FLASHING GUIDE FASCIA FLASHING PEF_) TRIM FLASHING WALL SCREWS (TZ_) 2'-0' O.C. ALTERNATE FASCIA FLASHING DETAIL ERECTION PROCEDURE FOR BUILDING STEP IN EAVE HEIGHT AT PANEL RIB STEP 1 LOCATION OF DETAIL ON BLDG. GABLE ANGLE CA 8) LOOSE SCREW THROUGH-J SLOTTED HOLES TO ALLOW CLIP TO SLIDE (ROOF SCREWS) ROOF SCREW AT EACH PURLIN THROUGH SUPPORT ANGLE AT PANEL FLAT via STARTING CLIP PSCL 4) r CUlf STATES J MANUfArrumS. INC. ZZ r___ LOCATION OF DETAIL ON BLDG. ROOF ---\ SCREWS 1'-0" O.C. ERECTION PROCEDURE FOR BUILDING STEP IN EAVE HIEGHT AT PANEL RIB STEP 2 GABLE SHUR-LOK - ROOF PANEL r CUIf STAW . MANUfACTURfRS. INC. AT PANEL FLAT RIDGE FLASHING ERECTION PROCEDURE FOR BUILDING STEP IN EAVE HIEGHT T - . 1-6 elm ERECTION PROCEDURE AT BUILDING STEP IN EAVE HEIGHT AT PANEL RIB (STEP 4) PANEL 1;07 CLOSURE STRIP WALL SCREW NOTE: ENOWALL PANEL WILL FASTEN THROUGH CLOSURE. MASTIC do FLASHING AS SHOWN IN SECTION "A GABLE ANGLE LOCATION OF BASE FLASHING RIDGE (BFR ) CLOSURE STRIP TAPE MASTIC (BOC 4) RCLI) TOP k BOTTOM OF BASE FLASHING DETAIL ON BLDG. CLOSURE STRIP SLIP CUIOE A0 Q' A BASE FLASHING RIDGE NOTE: SECTION "A" ALL FASTENERS V-0"O.C. AND MASTIC (BOC 2) UNLESS NOTED. L CUT AWAY TO SHOW. MASTIC do FLASHING I SUPPORT LAP BASE FLASHING SUP GUIDE I NOTE: I 00 NOT FASTEN BASE BASE FLASHING FLASHING RIDGE TO BASE FLASHING NOTCH AT TOP OF e FLASHING SUPPORT TO LAP D PANEL MASTIC e CLOSURENC" CABIE BOC 2) GABLE CLOSURE "C" e e RIDGE FLASHING GABLE NOTCH ANGLE FLASHING 1 FLASHING SUPPORT e PANEL MASTIC STARTING CLIP PSCL 4) e CABLE ANGLE FLASHING SUPPORT FIELD CUT PANEL SUPPORT PLATE AT PANEL FLAT SHUR—LOK ROOF PANEL 0 CU[f STATES MANUfAfTURfff. INC. PACE N0. PURLIN EM44.0 ENDWALL PANEL TYPICAL DETAIL AT BUILDING STEP IN EAVE HEIGHT INSIDE CLOSURE STRIP WITH TAPE . u•cTr /onr w\ ol1Tu "flccl 1 1/ 2' GABLE SLIP GUIDE FOR ANGLE BASE FLASHING n—BASE FLASHING SHUR—LOK2" x8" ROOF LAP ROOF PANEL ROOF SCREWS SCREWS 6 1/2" 1-0" O.C. 1'-0" O.C. PANEL MASTIC , iL\, STARTING CLIP— maul FLASHING SUPPORT (PSCL 2) ROOF SCREWS WALL SCREWS LOOSE SCREW THRU 6" O.C. SLOTTED HOLES IN STARTING CLIP) 4 AT PANEL RIB ' GABLE N ANGLE ' WALL \ ' SCREWS ENDWALL PANEL SLIP GUIDE I. 6" O.C. INSIDE CLOSURE STRIP WITH TAPE ^ FOR BASE MASTIC (BDC 4) BOTH SIDES FLASHING SLIP GUIDE FOR PANEL BASE FLASHING MASTIC s GABLE BASE FLASHING ( BDC 2) FLASHING ANGLE ROOF LAP SHUR—LOK iv STARTING _ SUPPORT 2 x8 SCREWS ROOF PANEL CLIP PANEL 1'-0" 0 C MASTIC PANEL SLOTTED HOLE MASTIC W/ROOF SCREW LOOSE SCREWED FLASHING SUPPORT (PSCL 2) SHUR—LOK— ROOF SCREWS ROOF PANEL LOOSE SCREW THRU SLOTTED HOLES IN PANEL SUPPORT PANEL SUPPORT) PLATE UT PANE NOTE: PANEL STARTING CLIP AND BACK 2 1 /2" PANEL SUPPORT PLATE MUST NOT BE FASTENED TO PURLINS. 4 AT PANEL FLAT STEP-UP SECTION NOT AT RIDGE INSIDE CLOSURE STRIP WITH TAPE MASTIC (BDC 4) BOTH SIDES WALL PANEL BASE FLASHING RIDGE (DO NOT CONNECT BASE FLASHING RIDGE TO BASE FLASHING. CONNECT BASE FLASHING RIDGE AT ENDWALL PANELS ONLY.) BASE FLASHING GABLE CLOSURE "C" LAP OVER RIDGE FLASHING L--L-J RIDGE FLASHING STEP-UP DETAIL AT RIDGE WITH RIDGE FLASHING SHOWN iCUIF STATESJ MANUfACTURfRS Mr. HIP 'T' (HAT 60_ ) HIP FLASHING (HIP 10_ K) TUBE CAULKING BEOC 1) ERECTION PROCEDURE AT HIP FLASHING CUIf STATES J MANUfACTURMS. INC. ` ROOF LAP SCREWS O6' O.C. PANEL MASTIC BOC 2) ROOF PANEL ANEL MASTIC (BOC 2) ROOF SCREWS 3" O.C. THIPNGLE (GA _ X) TYPICAL SECTION NOTES: 1. INSTALL HIP ANGLE 2. FIELD CUT PANELS AT REQUIRED ANGLE AND DIMENSION AS SHOWN. 3, INSTALL PANELS 4. INSTALL PANEL MASTIC (BOC 2) AS SHOWN 5, INSTALL HIP 'Z" INSTALL ROOF SCREWS AT 3' O.C. THROUGH HIP "r. MASTIC do PANEL INTO HIP ANGLE 6, INSTALL PANEL MASTIC (80C 2) ON TOP OF HIP "r 7. INSTALL TUBE CAULKING AROUND RIB MAKING WATER TIGHT. PAY SPECIAL ATTENTION TO SEAMED VERTICAL PORTION OF RIB 8. INSTALL HIP FLASHING WITH ROOF LAP SCREWS AT 6" O.C. BOC 2) PACE NO. EM 45.1 177'. LOCATION OF DETAIL ON BLDG. ROOF PANEL ROOF LAP SCREW EACH SIDE OF RIB)_ METAL RIB PLUG CPC 24) (WITH BDC 4 ON TOP) TAPE MASTIC BDC 4) 5 ROOF SCREWS 3" 0. C. VALLEY FLASHING (VF 20_ K) TYPICAL SECTION NOTES: 1. INSTALL VALLEY FLASHING 2. INSTALL TAPE MASTIC AS SHOWN 3. FIELD CUT PANELS AT REOUIRED ANGLE AND DIMENSION AS SHOWN 4. INSTALL METAL RIB PLUG WITH BDC 4 ON TOP 5. INSTALL TUBE CAULKING IN SIDELAP REFER TO PAGE EM13.0 FOR TUBE CAULKING INSTALLATION. 6. INSTALL ROOF SCREWS AT 3" ON CENTER. 7. INSTALL ROOF LAP SCREW EACH SIDE OF RIB ERECTION PROCEDURE AT VALLEY I III I1 • 1 I 1 SHUR-LOK ROOF PANEL METAL RIB PLUG (CPG 24) WITH BDC 4 ON TOP) TAPE MASTIC (BDC 4) ROOF LAP SCREW EACH SIDE Of RIBI I ROOF SCREWS 037 O. C. 1 III I I I I I I VALLEY FLASHING (VF 20- K) L CU[f STATES. MANWACTURfRS, INC. t 0 0 LOCATION OF DETAIL ON BUILDING FACADE CAP FLASHING SHEETING ANGLES BA ) FACADE VALLEY GUTTER (VG ) PURLIN rCUF SITATES . MANUfACTUMS. INC. ERECTION PROCEDURE AT BUILDING EAVE WITH FACADE BACK PANEL ROOF SCREWS 6'O.C. NU7 BACK PANEL SHADOW NOTE: MASTIC BETWEEN PANELPANELSHOWN AND STRAP AT EACH END SUPPORT STRAP (BA 22) AT FRAME AND SAG CHANNEL LOCATION) ROOF SCREWS 3'O.C. V ROOF PANEL ROOF LAP SCREWS 2 PER PLUG) PANEL MASTIC (BDC 2) FACADE VALLEY GUTTER SUPPORT CLIP 5'-0"O.C. IC7 NOTE: REFER TO ERECTION MANUAL PAGE EM13.0 FOR CLOSURE, MASTIC. AND CAULKING REOUIREMENTS AND DETAILS SECTION AT EAVE ERECTION PROCEDURE AT BUILDING HIGH SIDE CORNER WITH FACADE BACK PANEL NOTE: FACADE MUST EXTEND 1'—Cr MINIMUM ABOVE ROOF PANEL FLAT FACADE CAP FLASHING FCP_) LOCATION OF DETAIL ON BLDG. FACADE — ENDWALLX. BACK PANEL ^ q a WALL SCREWS 6" O.C. ! "T' ' •' ' BASE FLASHING SLIP GUIDE (BFG_) • BASE FLASHING (BF_) • COPE LEG OF H.S. SUPPORT ANGLE (GA B) _ BASE FLASHING CAULK STARTING CLIP X..JOINT TO MAKE WATER TIGHT PSCL 4) ROOF LAP SCREWS 1'-0' D.C. PANEL MASTIC how c --------- FLASHING SUPPORT PSCL 2) ROOF LAP SCREWS 1-0' O.C. ROOF SCREWS 3' O.C. ROOF PANEL DETAIL OF FLASHING SUPPORT MEETING RIB FLASHING NOTE: REFER TO PAGE EM45.0 FOR BASE FLASHING GENERAL INSTALLATION DETAILS AND DIMENSIONS FACADE HIGH SIDE WALL BACK PANEL X. ti BASE FLASHING (BF_) CABLE ANGLE (CA—X) MASTIC (BDC2) RIB FLASHING (HAT 210) PANEL MASTIC (BDC 2) ROOF LAP SCREW EACH SIDE OF CAP Ulf STATES J MANUfAfTUNfRS. INC. ERECTION PROCEDURE AT BUILDING ENDWALL WITH FACADE BACK PANEL FACADE CAP FLASHING NOTE: FACADE MUST EXTEND 1'-0" MINIMUM ABOVE ( PCP SHUR-LOK PANEL FLAT AT BUILDING PEAK ENDWALL LOCATION OF DETAIL BACK PANEL ON BLDG. WALL SCREWS 6' O.C. FLASHING i- BASE SLIP GUIDE (BFG_) i.: BASE FLASHING SLIP GUIDE (BFG-) 1.... 1 1 /2- 1•.• BASE FLASHING (BF_) BASE FLASHING (BF_) ROOF LAPCABLE ANGLE SCREWS 6 1/2 BASE FLASHING - i. RIDGE (BFR-) PANEL MASTIC 4, z ROOF SCREW ENDWALL AT RIB BASE FLASHING GABLE SUP GUIDE (BFG-) ANGLE p FIELD CUT STARTING TO FIT OVER CLIP RIDGE FLASHING FLASHING - 1/27 SUPPORT RIDGE FLASHING PANEL MASTIC (8DC 2) - O SERF_) GABL k 1/2 CABLE CLOSURE PANEL MASTIC NOTE: ALL PANEL SCREWSBOC2 ANGL g C" (RGT 300) 1LL O.C. UNLESS NOTED ROOF SCREW ROOF PANEL CUIf STATES MAnfACTafRS INC. 4" L NOTE: REFER TO PAGES 35.0 THRU 38.0 FOR ENDWALL AT FLAT GENERAL INSTALLATION DETAILS PAGE NO. EM 48.0 LOCATION OF DETAIL ON BLDG. I CORNER FLASHING ERECTION PROCEDURE AT PURLIN EXTENSION AT PANEL RIB NOTE: STEPPED ANGEL EAVE CUTTER HANGER CLIP 2'-D' O.C. GU[f STATES MANUfACTURffiS, INC. SHUR-LOK ROOF PANELZROOFLAPSCREWS • WALL LAP SCREW GABLE ANGEL STARTING CLIP EAVE CUTTER ENDWALL POP RIVETSPANEL ( 8) 8) CORNER TRIM (CT) -------- NOTE: INSTALL GUTTER END CAP PRIOR TO INSTALLING GUTTER. INSTALL END CAP WITH 10 POP RIVEST AT 1 1/2' O.C. CAULK POP RIVETS AND ALONG EDGE OF END CAP TO MAKE WATER TIGHT NOTE: REFER TO PAGES EM9.0, EM10.0 AND EM12.0 FOR GENERAL INSTALLATION DETAILS ANGLE STARTING CLIP PANEL MASTIC / B7111 WITH THERMAL BLOCK PANEL MASTIC SHUR-LOK BDC 2 ENDWALL FLASHING WALL SCREWS 2'-O" O.C. ENDWALL FLASHING GUIDE WALL LAP SCREWS 2•-0' O.C. PURLIN EXTENSION FLASHING (PEf 2--) 7PURLINEXTENSIONSOFFIT FLASHING (PESF -) r-- PURLIN WALL LAP SCREWS _ 2'-O" O.C. WALL LAP SCREWS TRIM FLASHING (TZ_) 2'-0" O.C. SECTION AT FASCIA SOFFIT TRIM 4' / 0 ERECTION PROCEDURE AT PURLIN EXTENSION AT PANEL FLAT NOTE: STEPPED ANGEL SAVE GUTTER HANGER CLIP 2'-O" O.C. LOCATION OF DETAIL ON BLDG. \ I CORNER FLASHING L CU1f STATES . MAMMA CT IMS INC. SHUR-LOK ROOF PANE ROOF LAP SCREWS WALL LAP SCREW SUPPORT PLATE GABLE ANGEL STARTING CLIP — EAVE CUTTER ENDWALL POP PANEL ( a) 8) CORNER TRIM (CT) NOTE: INSTALL GUTTER END CAP PRIOR TO INSTALLING GUTTER. INSTALL END CAP WITH 10 POP RIVEST AT 1 1/2" O.C. CAULK POP RIVETS AND ALONG EDGE OF END CAP TO MAKE WATER TIGHT NOTE: REFER TO PAGES EM23.0'THRU EM26.0 AND EM29.0 FOR GENERAL INSTALLATION DETAILS SUPPORT PLATE CABLE ANGLE STARTING CLIP o. PANEL MASTIC eoC 2) v WITH THERMAL BLOCK PANEL MASTIC BDC 2 +— SHUR-LOK ENDWALL FLASHING WALL SCREWS 2'-0" O.C. ENDWALL FLASHING GUIDE WALL LAP SCREWSV2'%_ O.C. PURUN EXTENSION FLASHING (PEF+ PURLIN EXTENSION SOFFIT 1FLASHING (PESF -) /- PURLIN WALL LAP SCREWS WALL LAP2'-0' O.C. SCREWS TRIM FLASHING (TZ-) 2'-0" O.C. SECTION AT FASCIA SOFFIT TRIM ENDWALL FLASHING STARTING CLIP HIGH SIDEWALL-\ i FLASHING ERECTION PROCEDURE AT HIGH SIDE CORNER FOR SINGLE SLOPE BUILDING CAULK WATER TIGHT WHERE PIECES MEET ROOF PANEL RIB FLASHING HAT 210) DETAIL AT CORNER (AT PANEL FLAT) rROOF PANEL FLASHING le LOCATION OF DETAIL ON BUILDING ROOF LAP SCREWS 1'-0" O.C. ENDWALL FLASHING RIB CLOSURE HAT 400) CAULK WATER TIGHT WHERE PIECES MEET C7--ROOF PANEL - ROOF SCREWS 3" O.C. RIB FLASHING HAT 210) HIGH SIDEWALL FLASHING HIGH SIDEWALL FLASHING HSF_) DETAIL AT CORNER (AT PANEL RIB) L_ L lL ENDWALL POP RIVETS CLIP N - RIB FLASHING FLASHING FIELD TRIM • (8)-REO-D. CLIP (EF-) BOTTOM LEG STEEL LINE AT CORNER CORNER TRIM ENDWALL NOTE: CAULK POP RIVETS WATER TIGHT I (CT-) FLASHING -ROOF PANEL PLAN VEIW OF CORNER (AT PANEL FLAT) CORNER CLOSURE DETAIL AT ENDWALL FLASHING RIB FLASHING POP RIVETS CAULK RIB WATER TIGHT CLOSURE POP RIVET FIELD TRIM 3" I L CUIf STATES MANUfACTURMS. lNr. STEEL LINE FIELD TRIM SHUR-LOK RIB FLASHING CLOSURE FLASHING DETAIL OF CLOSURE FLASHING PLAN VEIW OF CORNER (AT PANEL RIB) ,-- SHEETING DIRECTION SHEETING DIRECTIO Y LS 20 K----- Y 0N Y N LS 20 K N N O n OM N RAFTER LS 20 K J JBLDG•LS 30 K Y RIDGE p Y Y Y Y PURLIN LS 10 K n won LS 30 K LS 10 K LS 10 K DETAIL OF SHEET INSTALLATION PANEL ENOWALL FLASHING BE FIELD PEAK CLOSURE (SPC 100) MASTIC — BBC 2) LS 20 K LS 20 K LS 20 K LS 20 K LS 20 K LS 30 K LS 30 K LSS 10 K LS 10 K LS 10 K LS 10 K CLIP HOLES) fi' _,1 PANEL ACROSS ROOF LAP SCREWS— RIDGE ALONG ENDLAP T 3" O.C. SHUR-LOK 1'21 2 FACTORY PANELS NOTCHED PANEL CONNECTION CLIP 1 PANEL MASTIC BBC 2 - MUST BE RIDGE OUTSIDE FASTENER) PURLIN BACKING CLIP CL 111) SECTION 'A -A' ENDLAP SECTION AT RIDGE PURLIN NOTE: CONTINUOUS PANEL SPAN ONLY AVAILABLE WITH ROOF SLOPE OF .25:12 OR LESS AND BUILDING SHUR-LOK ROOF PANEL runury SLOPE EXAGGERATED TO SHUR-LOK BUILDING WIDTHS OF 200 FT. OR LESS. SHOW PANEL INSTALLATION ROOF PANEL SHUR-LOK ROOF SCREW (LOOSE MASTIC (BOC 2) SHUR-LOK ENOWALL SCREW TO GABLE ANGEL) PANEL ACROSSFLASHING ' GABLE ANGLE RIDGE ENOWALL FLASHING OF GUIDE FASTENERS CLOSURE STRIP RIDGE PURLINS MASTIC BACKING CUIf- STAYS ' WALL LAP FASTENER ENOWALL PANEL NOTE: DO NOT FASTEN SHUR-LOK ( BBC 2) CLIP AT EACH MAJOR RIB RIDGE (CL 111) NOTE: ENOWALL FLASHING PANEL TO PURLNS PU GABLE DETAIL AT LAPS UNDER ROOF PANEL DETAIL AT RIDGE (BEFORE SEAMING) FLASHLE ING OSURE ROOF PANEL RIB RIB. ENOWALL FLASHING PEAK CLOSURE (SPC 100) SHUR-LOK - ROOF PANEL ROOF LA SCREWS _ pjfffS CLOSURE STRIP WALL LAP SCREW AT EACH MAJOR RIB GABLE DETAIL AT GABLE CLOSURE ROOF PANEL FLAT FLASHING STARTING CLIP ROOF SCREWS PURLIN PANEL SUPPORT PLATE (SLOTTED HOLES) ROOF SCREW (LOOSEN SCREW TO ALLOW PANEL TO SLIDE) GABLE ANGLE i ENOWALL FLASHING cu1BE LL PANEL RIDGE PURLINS-" SEAM PANELS ACROSS RIDGE SHUR-LOK PANEL ROOF LAP SCREWS NOT AT 3 lam/ PURLIN 9 REO'0 PER ENOLAP DETAIL AT RIDGE (AFTER SEAMING) ENDLAP DETAIL AT RIDGE PURLIN CONTINUOUS PANEL SPAN SHUR-LOK n, DETAILS L CUlf STATES. MANUfAMIMS. INC. I PAGE NA v SHUR—LOK ROOF PANEL PANEL MASTIC BDC 2) STRIP INSULATION AND FOLD VINYL BACKING OVER FIBERGLASS AS SHOWNi " FIBERGLASS BLANKET INSULATION SHUR-LOK ROOF DETAILS WITH TERMAL ROOF LAP SCREWS. U 1'-0 O.C. 3 PANEL MASTIC (BBC 2) BLOCK AND BLANKET INSULATION NOTE: SHUR-LOK ENDWALL EAVE GUTTER PUR SIDEWALL SIDEWALL PANEL FLASHING 9 EAVE / — DOUBLE STICKSTRUTINSULATION TAPE INSULATION DETAIL AT EAVE ON BUILDINGS WITH THERMAL BLOCK GENERAL NOTES 1, 1" THICK x 3" WIDE x V-11 3/4" LONG THERMAL BLOCKS WILL BE FURNISHED AS AN OPTIONAL EXTRA FOR FIELD LOCATION. 2. THERMAL BLOCKS ARE RECOMMENDED FOR USE WITH FIBERGLASS INSULATION OVER 4" THICK. THERMAL BLOCKS WILL BE FURNISHED ONLY IF SPECIFIED BY THE BUILDING ORDER. 3. THERMAL BLOCKS ARE TO BE OMITTED AT BUILDING EAVE. NOTE 9" EAVE STRURT. 4. UL 90 WIND UPLIFT CLASSIFICATION IS AVAILABLE FOR SHUR—LOK PANELS, 5. NOTE STEPPED GABLE ANGLE. 6. FIELD COPE GABLE ANGLE AND ATTACH TO EAVE STRUT. FLASHING LAPS UNDER SHUR-I.OK SHUR-LOK RIB ENDWALL SHUR-LOK PANEL STARTING CLIP FLASIING EF PSCL) THERMAL GABLE BLOCK ANGLE ROOF SCREWS OF SCREWS ENDWALL GABLE ANGLE AT EACH PVR IN 3'-0 ).C. AT SLOTS PANEL ROOF WALL LAP SCREWS SCREWS AT MAJOR RIDS WALL SCREWS i'—O D.C. I'—D O.C. COPE OUTSIDE CLOSURE--' I!I ;nf CABLE ANGLE STRIP (RCLO_) ENDWALL FLASHING GUIDE 9" EAVE PURLIN STRUT PANEL STARTING DETAIL I ROOF LAP SCREWS 1'-0 O.C. DETAIL AT STEPPED GABLE ANGLE rSTARIING CUP SHUR-LOK PSCL-) ENDWALL SHUR-LOK PANEL PANEL MASTIC ROOF SCREWS FLASHING R-LOK ROOF PANEL THERMAL BLOCK --/ L--CONN. FIBERGLASS ON TOP OF CLIP BLANKET BLANKET) (SCL_) INSULATION PURLIN CUIf STATfS MANUfACTUAMS, 1NC DETAIL AT PURLIN WITH THERMAL BLOCK BDC 2) 3 —0 O.C. (EF THERMAL GABLE PANEL BLOCK ANCLE SUPPORT ROOF SCREWS OOF SCREWS PLATE PSCL_) AT EACH PURLIN - WALL lAP WALL SCREWS 1'-0 O.C. SCREWS AT Y MAJOR RIBS \ 1'-0 O.C. PURLIN I" OUTSIDE CLOSURE_ STRIP (RCLO—) ENDWALL fLASHINC GUIDE ENDWALL PANEL PANEL ENDING DETAIL BULDINOS ENDINQ AT ROOF PANEL FLAT) m»: .0 ROOF PANEL SHUR-LOK,M ROOF PANEL SHEETING DETAILS pox S 20 K SHUR-LOK RIDGE CUIf STATES MANUfACTURERS. INC. G c lS FLASHING L 2p K LS 20 K 30 K LS 20 K lS 20 Kiiiimill, lS 3 LS 30 K :::::_ LS LS 20 K20_K 0_K ERECTION PROCEDURE LS 30 K LS JQ K 1) IF ROOF PANEL STARTING POINT AND SHEETING DIRECTION IS NOTED ON ROOF FRAMING PLAN. ROOF PANELS MUST BE INSTALLED AS SHOWN ON BUILDING ROOF FRAMING PLAN. 2) IF ROOF PANEL STARTING POINT -AND SHEETING DIRECTION IS NOT NOTED ON ROOF FRAMING PLAN, THEN PANELS MAYBE STARTED AT EITHER END. -EITHER SIDE AND SHEETED TO THE OTHER ENO. 3) THE LAP COPE WILL BE IN THE UPPER (RIDGE) ENO OF THE PANELS. s) IF SHEETING DIRECTION IS LEFT TO RIGHT THE LS IO_K WILL BE USED AS THE FIRST ROOF PANEL AT BUILDING EAVE AND INTERMEDIATE PANELS. 5) IF SHEETING DIRECTION IS RIGHT TO LEFT THE LS 20_K WILL BE USED AS THE FIRST ROOF PANEL AT BUILDING EAVE AND INTERMEDIATE PANELS. PURLIN 6) NOTE THAT WHEN BUILDING RIDGE IS CROSSED THE ROOF PANEL AT EAVE. AND THE INTERMIDIATE PANEL MARK NUMBER WILL CHANGE. 7) SEOUENCE OF ROOF PANEL ERECTION WILL BE AS FOLLOWS: o FIRST ROOF PANEL AT BUILDING EAVE D INTERMEDIATE PANEL(S) c FIRST PANEL AT BUILDING RIDGE (NEAR SIDE) d PANEL AT BUILDING EAVE (FAR SIDE) e INTERMEDIATE PANEL(S) T) PANEL AT BUR.DINC RIDGE (FAR SIDE) SHEETING DIRECTION SHEETING DIRECTION SHEETING DIRECTION PURLIN PURLIN PURLIN LS 20_K LS 20_K • TYPICAL) TYPICAL) LS 30_K LS 20_K TYPICAL) TYPICAL) LS 30_K TYPICAL) LS 30_K TYPICAL) BLD _ LOG. BLDG. RIDGE RIOGE RIDGE LS 30_K — LS 30_K TYPICAL) LS 30_K — TYPICAL) TYPICAL) RAFTER RAFTER LS 10_K TYPICAL) l5 10_K TYPICAL) LS 10_K TYPICAL) SINGLE PANEL CAVE TO PEAK TWO PANELS EAVE TO PEAK MULTIPLE PANELS EAVE TO PEAK PANEL INSTALLATION (GABLE BUILDING) BLDG. E U E i it SINGLE PANEL SAVE TO PEAK TWO PANELS EAVE TO PEAK MULTIPLE PANELS EAVE TO PEAK IPANELINSTALLATION (SINGLE SLOPE BUILDING) 0 p_ d 0 fr DRAWN BY DATE JOB NUMBER DKP MAKE b F1,1 E Ml<- SSP K X AS SHOWN ZCDo 9- o CHECKED BY DATE REVISION MAKE_ OtQ IrII<- SS P I L- K OPP . HAND APPROVED BY DATE SHEET NO. I o F Z7 GULF STATES MANUFACTURERS INC. STARK VILLE, MISSISSIPPI 39759 TABLE OF CONTENTS i, SPECIFICATIONS Scope Building Geometry Drawings and Certifications Design Foundation Design Component Description and Usage Materials Shop Fabrication Framed Openings Sliding Doors Canopies Facade System Partitions Roof Modifications windows Swing Doors Ventilators, Fans, Louvers, Curbs and Jacks wall and Roof Lights Marquee Door Canopy Sealants Closure Strips and Plugs y"Lfir. Jb1 SECTION II 2.1 2.1 2.1 2.2 2.3 2.3 2.11 2.12 2.13 2.13 2.13 2.15 2.15 2.15 2.16 2.16 2.18 2.21 2.22 2.22 2.23 ISSUE DATE REV. NO. GU F sSTATES MANUFACTURERS, INC. 1-1-92 0 P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE i i . i 6FEU1F1UA'1'10NS wA 1.0 SCOPE The building shall be manufactured by an RISC certified manufacturer (classification NB) and shall include all columns, rafters, endwall columns, purlins, girts, struts, clips, bracing, exterior covering, flashing, fasteners, and miscellaneous items necessary for a complete and weather tight structure. 2.0 BUILDING GEOMETRY 2.1 Building Width: The building width shall be the horizontal distance between the outside faces of the eave struts. 2.2 Building Height: The building height shall be the vertical distance from the base of the sidewall columns to the outside top corners of the eave struts. 2.3 Building Length: The building length shall be the horizontal distance between the outside flanges of the endwall girts. 2.4 Bay Spacing: The interior bay spacing shall be the horizontal distance between the centerlines of adjacent interior frames. The end bay length shall be the horizontal distance from the centerline of the first interior frame to the outside flanges of the endwall girts. 3.0 DRAWINGS AND CERTIFICATIONS 3.1 Drawings: 3.1.1 Anchor Bolt Setting Plans The building manufacturer, upon request, shall furnish Anchor Bolt Setting Plans showing the diameters, locations and material specifications for the building anchor bolts. 3.1.2 Erection Drawings The building manufacturer shall furnish Erection Drawings which shall include the elevations and details necessary to erect the building. r, GULF STATES MANUFACTURERS. INC. ISSUE,;92E. REV. N0. P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE, 2'.1 T 1 SPECIFICATIONS 3.2 Certifications: 3.2.1 Letter of Certification Upon request, the building manufacturer shall submit a letter sealed by a professional engineer stating. that the loads were applied and the building was. designed in accordance with the specified building code and/or purchase order documents. 3.2.2 Design Calculations Subsequent to the awarding of the contract, the building manufacturer shall, upon request, submit design calculations sealed by a professional engineer. 4.0 DESIGN 4.1 Design Authorities: 4.1.1 Structural Steel All structural steel sections and welded plate members shall be designed in accordance with the allowable stresses and design requirement sections of the 9th edition of the A.I.S.C. Manual of Steel Construction (ASD). 4.1.2 Cold -Formed All cold -formed members, including exterior covering, shall be designed in accordance with the allowable stresses and design requirement sections of the 1986; edition, with the 1989 addendum, of the A.I.S.I. Cold - Formed Steel Design Manual. 4.2 Design Loads: 4.2.1 Snow, Wind, Live and Collateral Loads I Loads and the application of loads shall be as specified by the Architect or Engineer of Record. In no case shall the roads or the application of loads be less than those recommended by the 1986 MBMA Low Rise Building Systems Manual, including the 1990 Supplement. 4.2.2 Dead Load The dead loaa shall be the weight of the structure. 4.2.3 Load Combinations The design load combinations for all buildings shall be as specified by the Architect or Engineer of Record. In no case shall the load combinations be less severe than specified in the'1986 MBMA Low Rise Building Systems Manual, including the - 1990 Supplement. GULF STATES MANUFACTURERS, INC. ISSU 1 DATE REV0 N0. P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.2 Z)rr,l,lrll,AIIVIVJ AU 4.3 Anchor Bolts: Anchor Bolts shall be sized to resist loads induced by the structure and shall not be less than the diameters, material specifications and quantities shown by the metal building manufacturer. All anchor bolts shall be unpainted to bond to the concrete and shall be set in strict accordance with the metal building manufacturer's drawings. 5.0 FOUNDATION DESIGN 5.1 General: The metal building manufacturer shall not furnish, design, nor accept responsibility for the concrete foundation, anchor bolts or embedded concrete reinforcing. The final reactions, anchor bolt diameters, quantities and material specifications shall be shown on the anchor bolt setting plans. Suggested anchor bolt details and anchorage details included in the metal building manufacturer's literature or on the anchor bolt setting plans shall be verified and approved by the Architect or Engineer of Record for the project. 5.2 Materials: The anchor bolts and reinforcing shall not be furnished by the metal building manufacturer. 6.0 COMPONENT DESCRIPTION AND USAGE 6.1 Primary Framing: 6.1.1 Columns Primary frame columns shall be either prismatic or tapered sections composed of shop welded steel bar and plate. wall columns may have either exterior or flush mounted girts. The depth and flange width of columns shall be as dictated by the specified design criteria. 6.1.2 Rafters Primary frame rafters shall be either prismatic or tapered sections composed of shop welded steel bar and plate. Rafters shall have exterior mounted purlins. The depth and flange width of rafters shall be as dictated by the specified design criteria. 6.1.3 Interior Modular Columns Interior modular columns supporting primary frame rafters shall be either round structural pipe or prismatic sections composed of shop welded steel bar and plate. Columns shall have the necessary connections for field bolting to the rafters and to the anchor bolts. The diameter or depth and flange width of welded sections shall be as dictated by the specified design criteria. GULF STATES MANUFACTURERS, INC. ISSU 1 DATE REV0 N0. P.O. DRAWER 1128, STARMUZ, MS 39759 PAGE 2.3 SPECIFICATIONS 6.2 Secondary Structural Members: 6.2.1 Cold -Formed Purlins and Girts Purlins and girts shall be either 8" x 2 1/2" or 9 1/2" x 2 1/2" "Z" sections, precision cold -formed from material with design thicknesses of 0.058" to 0.105". Exterior mounted simple span purlins and girts shall have 6" nominal end laps for alignment purposes. Continuous span purlins and girts shall. have minimum end laps of 2'-0 to develop continuity. All girts on buildings with flush girts shall be mounted so that the outside flanges of the girts are flush with the outside faces of the columns. Purlins and girts shall be attached to the primary framing with 1/2" diameter bolts and nuts. Continuous purlins shall have four 1/2" diameter bolts and nuts through the webs to interlock the sections for continuity. 6.2.2 Bar Joist Purlins Bar joist purlins shall be as required to comply with the specified design criteria. Bar joists shall be field welded to the rafters, except that bolted connections shall be provided at critical locations required for stability during erection. 6.2.3 Eave Struts Eave struts shall be either 81,, 9", 9 1/21', or 10 1/2" "C" sections, precision cold -formed from material with design thicknesses of 0.075" to 0-i051'. The upper and lower flanges shall. slope at the building roof slope and the webs shall be vertical to receive the sidewall covering. Eave struts shall be connected to the primary framing with standard 1/2" diameter bolts.. 6.2.4 Wind Bracing. Wind bracing shall be as shown on the building manufacturer's erection drawings and shall be accomplished by diagonal cable bracing, rod bracing, or other means necessary to resist roof and wall wind loads. All diagonal cable and rod wind bracing shall include necessary hardware for installation and adjustment of lengths. 6.2.5 Flange Bracing Flange bracing.. shall be steel angles attached to the purlins and/or girts and to the inner flanges of the primary framing. The quantity and location of all brace angles, shall be as dictated by the buildingdesignandshallbelocatedasshownonthemetal building manufacturer's erection drawings. GULF STATES MANUFACTURERS, INC. P.O. DRAWER 1128, STARKVILLE, MS 39759 1-1-.7r.. PAGE 2.4 Z iYr;t;fflk;A11V1VZ) 6.2.6 Gable Angles Gable angles provide a surface for attaching endwall panels to the rake of a building. Gable angles shall be 4" x 4" angles precision cold -formed from material with a minimum design thickness of 0.058". Gable angles shall be attached to the purlins along the building rake. 6.2.7 Connection Clips Connection clips shall be provided by the building manufacturer, as necessary, to. facilitate the assembly of the building components. Connection clips shall be located as shown by the building manufacturer's erection drawings. 6.2.8 Base Options 6.2.8.1 Base Angles Base angles shall be 3" x 2" angles precision cold -formed from galvanized steel with a minimum design thickness of 0.046". Base angles shall be attached to the concrete foundation with 1/4" x 1 1/4" minimum Metal Hit Anchors at 2'-0 maximum spacing. The metal building manufacturer shall not furnish the base angle anchors. 6.2.8.2 Base Angle Trim Base angle trim shall be 0.046" minimum thickness galvanized steel with factory applied Artifact 'Bronze paint. Base angle trim shall be attached to the concrete foundation with 1/4" x 1 1/4" minimum Metal Hit Anchors at 2'-0 maximum spacing. Base angle trim shall be optional to replace base angles and eliminate the necessity for a concrete notch. The metal building manufacturer shall not furnish the base angle trim anchors. 6.2.8.3 Base Girts Base girts shall be located 8" above the finished floor elevation and shall replace base angles. 6.3 End Frames: 6.3.1 Non -Expandable End Frames 6.3.1.1 Built-up End Frames Non -expandable (built-up) end frames shall consist of cold -formed channel rafters or welded plate rafters and welded plate columns. Column -to -rafter connections shall transmit shear and axial loads only. GULF STATES MANUFACTURERS, INC. ISSU 1 DATE REVN0. P. O. DRAWER 1128, STARKV=, MS 39759 PAGE 2.5 SPECIFICATIONS 6.3.1.2 Rigid Frame End Frames Non -expandable rigid frame end frames shall consist of a primary frame designed to support one half of the end bay loadings. Endwall column -to -rafter connections shall transmit shear and axial loads only. 6.3.2 Expandable End Frames Expandable end frames shall consist of a primary frame designed to support a .full bay and endwall columns of welded plate. Endwall column -to -rafter connections shall transmit shear and axial loads only. 6.4 Covering: 6.4.1 Material 6.4.1.1 Unpainted GALVALUME® Unpainted GALVALUME® shall conform to ASTM A792-89 with a coating class of AZ 55, chemically treated and lightly oiled. All 26 gauge unpainted GALVALUME® used for roof and wall applications shall be grade 80, except when used for trim it shall be grade 50B. All unpainted GALVALUME® 24 gauge and thicker shall be grade 50B. 6.4.1.2 Painted GALVALUME® GALVALUME® used as a substrate for factory applied baked on paint shall conform to ASTM A792-89 with a coating class of AZ 50 or heavier, minimum spangle, chemically treated. and lightly oiled, as specified by the coater. All painted GALVALUME® shall be grade 50B, except 26 gauge white used for roof applications shall be grade 80. The paint system shall be applied as follows: Top coat shall consist of a primer 20-.25 mil thick and a top coat .70-.80 mil thick, for total film thickness of 1 mil. The reverse coat shall consist of a primer 20-.25 mil thick and a wash coat backer 30-.40 mil thick, for a total film thickness of .50-.65 mil. ISSUE DATE IREV. NO. GULF STATES MANUFACTURERS, INC. 1-1-92 1 0 P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.6 SPECIFICATIONS 1 6.4.2 Roof and Wall Covering Data PANEL DIMENSIONS GA. MIN. FACTORY CONCEALED YIELD SIDELAP FASTENERS RSI SEALANT Roof : Shadow 36 x 1 3/16 26 80 NO NO Shur-Lok 24 x 3 24 50 YES YES Roof-Lok 16 x 2 24 50 YES YES Wall: Shadow 36 x 1 3/16 26 50 NO NO Centennial 36 x 1 5/16 26 50 NO NO Classic 12 x 1 1/2 24 50 YES YES Traditional 12 x 1 1/2 24 50 YES YES Wall-Lok 16 x 3 24 50 NO YES Soffit/Liner: Shadow 36 x 1 3/16 26 50 NO NO Wainscot 36 x 1/2 26 50 NO NO Traditional 12 x 1 1/2 26 50 NO YES Note: Shur-Lok and Roof-Lok sidelaps are machine seamed. 6.4.3 Shadow Panel Ridge Panels Shadow panel ridge panels shall be 3'-0 long one piece panels die -formed to match the configuration of the roof panels and formed to the roof slope. Ridge panels shall be the same gauge as the roof panels. The ridge panel finish shall be GALVALUME® steel or GALVALUME® steel with factory baked on paint to match the color and finish of the roof panels. Ridge panels shall be end -lapped and caulked to provide a continuous weather tight seal at the building ridge. 6.4.4 Shur-Lok Ridge Flashing Shur-Lok ridge flashing shall be die -formed units with the Shur-Lok rib configuration spaced at 2' 0 along both, sides of the flashing to lap over the Shur- Lok roof panels. Shur-Lok ridge flashing -shall be formed to the roof slope and shall provide a 1 1/4" movement in either direction to compensate for the thermal expansion and contraction of the roof panels. Shur-Lok ridge flashing shall be end -lapped and caulked to provide a continuous weather tight seal at the building ridge-. GULF STATES MANUFACTURERS, INC. Issu 1 DATE REvb P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.7 SPECIFICATIONS 6.4.51 Shur-Lok Fixed Connection Clips Shur-Lok fixed connection clips shall be factory assembled multi -piece units. Each unit consists of a 14 gauge (minimum) galvanized base clip which connects to the purlin and a 24 gauge upper clip which is seamed into the Shur-Lok panel side lap. Shur-Lok fixed connection clips will not slide and are for use only on cold -formed "Z" or "C" purlins. Shur-Lok fixed connection clips shall not be used with bar joist purlins. 6.4.6 Shur-Lok Sliding Connection Clips (Optional) Shur-Lok sliding connection clips shall be factory assembled multi -piece units. Each unit consists of a 12 gauge ' (minimum) galvanized base clip which connects to the purlin and a 24 gauge upper clip which is seamed into the Shur-Lok panel side lap. Shur-Lok sliding connection clips are factory assembled to allow the upper portion to move 1 1/4" in either direction (relative to the base) to compensate for the thermal expansion and contraction of the roof panels. Shur-Lok sliding connection clips shall be used with bar joist purlins. 6.4.7 Roof-Lok Ridge Flashing Roof-Lok ridge flashing shall be formed to the roof slope. Roof-Lok ridge flashing, when required.and used with Roof-Lok sliding clips, shall provide a 1" movement in each direction to compensate for thermal expansion and contraction. Roof-Lok ridge flashing shall be end -lapped and caulked to provide a continuous weather tight seal at the building ridge. 6.4.8 Roof-Lok Fixed Connection Clips Roof-Lok fixed connection clips shall be single -piece units of 22 gauge (minimum) galvanized material which connect to the purlin and are seamed into the Roof- Lok panel side lap. Roof-Lok fixed connection clips shall not slide and are for use only on cold -formed Z" or ,C" purlins. Roof-Lok fixed connection clips shall not be used with bar joist purlins. 6.4.9 Roof-Lok Sliding Connection Clips (Optional) Roof-Lok sliding connection clips shall be factory assembled multi -piece units of 22 gauge (minimum) galvanized material which connect to the purlin and are seamed into the Roof-Lok panel side lap. Roof- Lok sliding connection clips are factory assembled in a manner that allows the upper portion to move 3/4" minimum in either direction (relative to the base) to compensate for thermal expansion and contraction of the roof panels. Roof-Lok sliding connection clips shall be used with bar joist purlins. ISSUE DATE IREV. NO. GULF STATES MANUFACTURERS, INC. 1-1-92 1 0 P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.8 SPECIFICATIONS & ., i . , 6.5 Covering Fasteners: 6.5.1 Material 6.5.1.1- Fasteners (Screws) Fasteners shall be made of carbon steel with zinc electroplating finish on the outside. 6.5.1.2 Roof Fastener Washers Washers for roof applications shall be 19/32 outside diameter galvanized steel with bonded neoprene weather seal. 6.5.1.3 Wall Fastener Washers Wall fastener washers shall be a-#12 nylon washer. 16.5.2 Fastener (Screw) Finish 6.5.2.1 Longlife Finish Longlife finish shall consist of composite fluorocarbon combined with organic polymers to form a' plastic -alloy finish which is applied to the entire fastener and washer assembly by means of a DIP/SPIN/CURE process, providing exceptional corrosion protection. 6.5.2.2 Paint Painted fasteners shall be provided to match the wall and roof panel color. Paint shall be a factory applied baked on finish. 6.5.3 Covering Fastener Types ULTIMATE STRENGTHS TYPE PULL - DESIGNATION• SIZES PULLOUT OVER SHEAR Type AB 14 x 3/4" 1130# 696# 2560# Self -Tapping 14 x 1" to to Roof & Wall' 2160# 771# Type A 14 x 3/4" 184# 696# 2400# Self -Penetrating to to 291# 771# Type AB 12 x 1" 770# 696# 2050# Self -Drilling 12 x 1 1/2" to to Roof Screw 1850# 771# Type AB 12 x 1" 770# 501# 2050# Self -Drilling 12 x 1 1/2" to to wall Screw 1850# 649# GULF STATES MANUFACTURERS, INC. IS lU 1 DATE REV N0. P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.9 SPECIFICATIONS 6.6 Building Trim: 6.6.1 General Preformed galvanized or GALVALUME® steel flashing with factory baked on paint shall be provided at corners, endwall rakes, eaves, and openings to insure a neat, weather tight structure. 6.6.2 Eave Trim Options The junction of the roof panels and sidewall panels shall be adequately flashed with preformed galvanized or GALVALUME® steel with factory baked on paint. Eave flashing shall be one of the following: A. Eave gutters with downspouts. B. Eave box trim. Eave box trim which resembles the configuration of the endwall flashing is recommended for northern regions where ice and snow make eave gutters impractical. C. Sidewall flashing. Sidewall flashing shall be formed to the roof slope and capped over the top of the sidewall panels. D. Combination of A and C. 6.6.3 Eave Gutters Eave gutters shall be suspended box sections supported at 3'-0 on center (maximum) and formed to match the configuration of the endwall flashing. Eave gutters shall have a minimum cross -sectional area of 24 square inches for water flow. Pop rivets, hanger clips and sealant shall be used to secure the gutter and seal the gutter end laps. 6.6.4 Eave Gutter Downspouts Downspouts shall be a minimum of 4" x 3" rectangular sections. Spacing of the downspouts will be dictated by the building width and the local rainfall intensity. Locations shall be shown on the manufacturer's erection drawings. Eave gutter outlets shall be provided to connect the downspouts to the eave gutters. Field connected downspout elbows shall be provided to divert water away from the building. 6.6.5 Corner Flashing The juncture of sidewall panels and endwall panels shall be adequately flashed to insure weather tightness and neat appearance. The flashing shall be designed to complement the wall panel used and shall match the wall panel color. 6.6.6 Accessory Flashing Accessories which penetrate the wall or roof panels shall be adequately flashed and caulked as necessary to insure weather tightness and neat appearance. GULF STATES MANUFACTURERS, INC. FPA(G U 1 D92E REV0 N0. P.O. DRAWER 1128, STARKVILLE, MS 39759 E 2.10 SPECIFICATIONS 1 , 7.0 MATERIALS 7.1 Structural Plate, Sheet and Bar: All structural plate, sheet and bar shall have a minimum yield strength of 50,000 psi. 7.2 Cold -Formed: All cold -formed structural material shall have a minimum yield strength of 55,000 psi. 7.3 Hot Rolled Sections: All hot rolled sections shall have a minimum yield strength of 36,000 psi. 7.4 Pipe: All structural pipe sections shall have a minimum yield strength of 36,000 psi. 7.5 Rod: All rod used as structural bracing shall have a minimum yield strength of 36,000 psi. 7.6 Cable: All cable used as structural bracing shall be extra high strength galvanized ("A" Coat) wire strand (left-hand lay). 7.7 Covering: All cold -formed panel material shall have a minimum yield strength of 50,000. psi except 26 gauge unpainted and white roof panel material which shall have a minimum yield strength of 80,000 psi. 7.8 High Strength Bolts: All bolts used in primary structural connections shall be ASTM A325 Bolts. 7.9 High Strength Nuts: High strength nuts shall be ASTM 194 Grade 2H. Acceptable substitutes are ASTM 563 Grade C, C3, D, DH, DH3. 7.10 Standard.Bolts: All bolts used in secondary structural connections shall be ASTM A307 Bolts. 7.11 Standard Nuts: Standard nuts shall be ASTM A563 Grade A or Grade 2. GULF STATES MANUFACTURERS, INC. ISiU 1 92 REVo N0. P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.11 SPECIFICATIONS SHOP FABRICATION 8.1 Scope: All fabricated members shall be sheared, formed, punched, welded, and painted in the plant of the manufacturer. All holes and clips required to facilitate the attachment of secondary framing shall be provided by the metal building manufacturer. 8.2 Welding: All shop welding shall be in accordance with the American Welding Society and the American National Standards Institute Structural welding Code (ANSI/AWS D1.1) 1990 edition. Dimensional tolerances of fabricated components shall comply with -the Metal Building Manufacturers Assocation (MBMA) Low Rise Building Systems Manual, Section 9 - "Fabrication and Erection Tolerances". All welding shall be done by welders certified in accordance with AWS Code. Flanges and webs of "I" sections shall be joined by a continuous automatic submerged arc welding (SAW) process or a semi -automatic gas metal arc welding (GMAW) process. The web shall be joined to the flanges by a minimum of 50% web penetration. Flange -to -web welds shall be applied on only one side of the web unless load transfer requirements dictate that welds be applied to both sides. 8.3 Structural Primer: All fabricated members prepainted panel and factory applied coat primer shall be a chromate free, fast primer shall meet th Specification TTP636D. 8.4 Identification: All fabricated corresponds to mark shall be to the items or other than GALVALUME®, galvanized, or flashing material shall receive a of rust inhibiting green primer. The universal anti -corrosive, lead and drying, modified alkyd primer. The e performance requirements of Federal items shall have an the mark shown on the stamped, stenciled, or to their containers. identifying mark which erection drawings. The printed on or attached ISSUE DATE REV. NO. GULF STATES MANUFACTURERS, INC. 1-1-92 0 P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.12 SPECIFICATIONS 9.0 10.0 11.0 FRAMED OPENINGS Framed openings shall consist of either 8" x 2 1/2" or 9 1/2" x 2 1/2" cold -formed headers and either 8 1/4" x 3" or 9 3/4" x 3" jambs designed and located to allow flush framing of wall girts. Flashing shall be provided to insure weather tightness and neat appearance. SLIDING DOORS 10.1 Sliding Door Framed Openings: Framed openings for sliding doors shall consist of either 8 1/4" x 3" or 9 3/4" x 3" cold -formed jambs designed and located to allow flush framing of the wall girts to the door jambs. Heads for sliding door framed openings shall consist of either eave struts or cold-formed.channels and shall provide the necessary support for the sliding door leaves. Flashing shall be provided to insure weather tightness and neat appearance. 10.2 Sliding Door Leaves: Door leaves shall be covered with panels of the same gauge and finish as the building wall panels. Leaf framing for sliding door leaves shall be shipped knocked down and shall be field assembled. 10.3 Sliding Door Support System: Door support angles shall be field bolted to the opening head 'members through factory punched holes. Galvanized circular door tracks shall be field bolted to the door support angles at 2' 0 maximum spacing. Single truck trolley hangers, two (2) per assembled door leaf, shall be provided for sliding doors. Door tracks shall be flashed with continuous hood flashing to cover and protect the door tracks and trolley hangers. CANOPIES 11.1 Eave Line Flush Sidewall Canopy: Eave line flush canopies shall consist of structural rafters of shop welded steel plate cantilevered to support flush mounted purlins and eave struts. Rafter depths shall match purlin depths so that the top and bottom flanges of the rafters are flush with the top and bottom flanges of the purlins and eave struts. Canopy roof panels shall be an extension of the main building roof panels. As an option, canopies may be soffited with panels attached to the bottom flanges of the purlins and eave struts. Canopies shall be flashed at the eaves and ends to conceal the purlins and structural rafters. GULF STATES MANUFACTURERS, INC. ISiU 1 DATE REV. N0. P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.13 SPECIFICATIONS 11.2 Below Eave Line Flush Canopy: Below eave line flush canopies shall consist of structural rafters of shop welded steel plate to support flush mounted purlins and eave struts. Rafter depths shall match purlin depths so that the top and bottom flanges of the rafters are flush with the top and bottom flanges of the purlins and eave struts. Canopy roof panels shall be adequately flashed to the building wall panels. As an option, canopies may be soffited with panels attached to the bottom flanges of the purlins and eave struts. Canopies shall be flashed at the eaves and ends to conceal the purlins and structural rafters. 11.3 Eave'Line Structural Canopy: Eave line structural canopies shall consist of structural rafters of shop welded steel plate cantilevered to support purlins and eave struts. Rafters shall be tapered sections mounted below the bottom flanges of the canopy purlins. Canopy roof panels shall be an extension of the main building roof panels. As an option, canopies may be soffited with panels attached to the bottom flanges of the purlins and eave struts. Canopies shall be flashed at the eaves and ends to conceal the purlins. 11.4 Below Eave Line Structural Canopy: Below eave line structural canopies shall consist of structural rafters of shop welded steel plate cantilevered to support purlins and eave struts. Rafters shall be tapered sections mounted below the bottom flanges of the canopy purlins. Canopy roof panels shall be adequately flashed to the building wall panels. As an option, canopies may be soffited with panels attached to the bottom flanges of the purlins and eave struts. Canopies shall be flashed at the eave and ends to conceal the purlins. 11.5 Purlin Extension (Endwall Overhang): Purlin extensions shall be projections of the end bay purlins and roof panels beyond the endwall steel reference line. As an option, purlin extensions may be soffited with panels attached to the bottom flanges of the purlins and eave struts. Flashing shall be provided at the eaves and the rakes of the purlin extensions to match the main building flashing and to insure weather tightness and neat appearance. GULF STATES MANUFACTURERS, INC. P.O. DRAWER 1128, STARKVILLE, MS 39759 REV. NO. 1-1-JG. I PAGE 2.14 SPECIFICATIONS 12.0 FACADE SYSTEM 12.1 Structural Facades: Structural facades shall be field assembled and consist of outriggers and stanchions of shop welded steel plate which support 8" cold -formed struts top and bottom. Facades shall project a minimum of 2'-0 from the building wall and extend a minimum of 2'-0 below the building eave. Facades may be either vertical or sloped toward the building 2" per 12" of vertical height. Facade face panels shall be included. Soffit panels, back panels and valley gutters shall be optional. Endwall facades with back panels shall project a minimum of 8" above the roof line. Flashing shall be provided to trim facades at the top, bottom, corners and ends. 12.2 Cold -Formed Facade System: Cold -formed facade components shall be designed'to attach totally outside the building panels and may be installed on completed buildings. Cold -formed facades shall have 1'-1" projection; however, projections may be extended to 4'-1" by mounting the facades on 3'-0 canopies or purlin extensions. Cold -formed facades shall be either 3-0, 4-0, 5'-0 or 6'-0 high and may be either vertical or sloped toward the building 2" per 12" of vertical height. Cold -formed facade structural components shall be 0.046" galvanized material connected to the building at 5'-0 centers. Facade face panels and soffit panels shall be included. Cold -formed facades shall not be available with back panels or valley gutters. Flashing shall be provided to trim facades at the top, bottom, corners and ends. 13.0 PARTITIONS Partitions shall include all columns, girts, panels, flashing and fasteners necessary for a complete installation. Partition girts may be exterior or flush mounted. Partitions may be sheeted on one or both sides. 14.0 ROOF MODIFICATION 14.1 Ice and Snow Condition Roof: Upon written request, or at the manufacturer's discretion, the metal building manufacturer shall provide additional material to guard against roof damage resulting from ice and snow accumulations. The additional materials shall consist of fasteners, mastic and sealant to be applied along the building eaves and roof panel side laps. 14.2 UL 90 Wind Uplift Classified Roof: Upon written request, the metal building manufacturer shall provide UL labeled components and details to construct a roof which meets the requirements for an Underwriters Laboratories Classified Roof. GULF STATES MANUFACTURERS, INC. IS 1- 92 REV0 N0. P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.15 L1 SPECIFICATIONS 15.0 WINDOWS 15.1 Horizontal Slide Windows: Aluminum horizontal slide windows shall have extruded aluminum structural sections. Window jambs shall be weather stripped with 3/16" x 1/4" pressursensitive butyl sealant. Sashes shall be factory glazed with DSB double strength grade B) clear glass. Sliding sections shall have cam or sweep interior locks and exterior screens. Windows shall be furnished complete with framing,- fasteners, flashing and sealant necessary to insure weather tightness and neat appearance. 15. 2 Slim Line Accent Windows: Aluminum slim line accent windows shall be 2'-0 wide x 7'- 0 high with fixed glass. Frame members shall be tubular construction no less than 2 1/2" in depth with a wall thickness no'less than 0.062". All joints of frames shall be neatly fitted and secured in a manner to utilize the full strength of the members connected. Members shall be adequately sealed. Windows shall be designed to accept glazing of 1/8" tempered gray glass. windows shall be factory glazed with outside aluminum snap -in glazing beads with vinyl seals. Glazing leg rebates shall'be aluminum, 3/ 4" in height. Exposed surfaces of aluminum shall be cleaned and etched, followed by a baked on dark -bronze enamel finish. windows shall be furnished complete with framing, fasteners, flashing and sealant necessary to insure weather tightness and neat appearance. 16. 0 SWING DOORS 16. 1 Frames: Swing door frames shall be steel with strike and hinge shall be bonderized and adhesion. Door frames shall and one finish coat of white film). 16. 2 Door Leaves: fabricated from galvanized reinforcements. Door frames cleaned to provide paint be given one coat of primer enamel ( 1.7 to 2.1 mils dry Swing door leaves shall be fabricated from hot -dip galvanized, mill bonderized, embossed steel with a stretcher level degree of flatness. After cleaning, all - exterior surfaces shall be given a primer coat followed by - a finish coat of white enamel (0.9 to 1.1 mils dry film). Internal construction of -`-`swing door leaves shall be expanded polystyrene core with closed -cell rigid thermoplastic material with a U factor of 0.16. GULF STATES MANUFACTURERS, INC. P. O. DRAWER 1128, STARKVILLE, MS 39759 DA' 1- 1.74 1 PAGE 2.16 SPECIFICATIONS 16.3 Lockset Options: Swing doors shall be provided with one of the following locksets: A. Cylindrical locksets with 2 3/4" backset, satin chrome finish. Locksets shall be reversible for right or left hand operations. B. Heavy duty mortise locksets with 2 3/4" backset, satin chrome finish. Locksets shall.be furnished for right or left hand operation. C. Rim type exit panic devices shall attach to doors prepared for cylindrical locksets. Push bars shall be furnished 32" in length. Panic hardware shall be furnished in a dull finish. 16.4 Thresholds: Thresholds shall be aluminum anchored to the concrete floor with countersunk fasteners. Thresholds, used in conjunction with door bottom closures, provide a weather tight seal at the bottom of the door. 16.5 Door Bottoms: Swing- door bottoms shall be face mounted assemblies consisting -of drip strips with vinyl inserts to seal the bottoms of the doors to the thresholds. 16.6 Trim: Door frames shall be flashed at the heads and jambs. 16.7 Swing Door Closers: Door closers shall be of rack and pinion construction. The rack and. pinion shall be made of heat treated steel and mounted in a cast hydraulic iron case. Closing of the doors shall be controlled by dual needle valves which shall be concealed against unauthorized adjustment. Closers shall be surface applied with projections not over 2 3/4" and shall be capable of being applied on 1 3/4" top rails or top jambs for inverted mounting. GULF STATES MANUFACTURERS, INC. `7-1 s2" I "" :b "" P.O.. DRAWER 1128, STARKVUIZ, MS 39759 1 PAGE 2.17 SPECIFICATIONS 17.0 VENTILATORS,FANS,LOUVERS,CURBS, AND JACKS 17.1 Round Ventilators: Round ventilators with galvanized bird screens and dampers shall be furnished in unpainted GALVALUME® or GALVALUME® painted white. Ventilators shall have minimum throat clearances of 20". Ventilator dampers shall be factory installed, one piece types, designed to operate in any - position from fully open to fully closed. Round - ventilators shall be equipped with 12-0 of plated sash chain. Kits containing 50'-0 of additional chain shall be available. Ventilators, for mounting at the ridges or on the roof slopes, shall be complete with bases which shall match the roof slopes. Ventilators -shall be furnished complete with closure strips, sealant and fasteners necessary to insure weather tightness and neat appearance. 17.2 Continuous Ridge Ventilators: Continuous ridge ventilators with galvanized bird screens and dampers shall be furnished in unpainted GALVALUME® or GALVALUME® painted white. Ventilators shall have smooth transitional entrances to the throats to assure maximum discharge and air transmission efficiency. Ventilators shall be fabricated and may be used in 10'-0 lengths; however, splice joints shall be furnished to allow continuous installation of ventilators. Each 10'-0 section of continuous ridge ventilator shall be equipped with a galvanized damper and damper operator. Continuous ridge ventilators shall be equipped with 12-0 of plated sash chain. Kits containing 50-0 of additional chain shall be available. Continuous ridge ventilators shall be factory mounted in flat sheet bases formed to match the roof slopes. Continuous ridge ventilators shall be furnished complete with closure strips, sealant and fasteners necessary to insure weather tightness and neat appearance. 17.3 Fixed Louvers: Fixed louvers shall be self -flashing, all welded units of galvanized steel flanges and blades, bonderized and painted white. Fixed louvers shall be nominal 48" wide x 48" high x 4" deep. Louver blades shall be placed in the louvers at angles... to assure maximum air transmission efficiency and shall be formed with longitudinal brakes for rigidity and strength. Fixed louvers shall be equipped with galvanized insect screens painted white. Fixed louvers shall be furnished complete with framing, flashing, sealant and fasteners necessary to insure weather tightness and neat appearance. GULF STATES MANUFACTURERS, INC. NO. P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.18 SPECIFICATIONS 17.4 Adjustable Louvers: Adjustable louvers shall be nominal 48" x 48" high x 4" deep. Adjustable louver frames shall be fabricated from 18 gauge galvanized steel and shall be self -flashing and self -framing. Blades shall be 20 gauge galvanized steel with 3/8" x 1/4" weather stripping applied to insure air tightness in a closed position. After fabrication, a white polyester baked on paint shall be applied to a film thickness of 4 mils. Operators shall be reinforced cast aluminum hand cranks. Adjustable louvers shall be furnished complete with framing, flashing, sealant and fasteners necessary to insure weather tightness and neat appearance. 17.5 Automatic Louvers (Panel Shutters): Automatic louvers shall be 54" square x 4" deep, shrouded, water resistant, all metal units with reinforced corners. Automatic louvers shall be forced -air activated units recommended for use in conjunction with 48" exhaust fans. Automatic louvers shall contain counter -balanced blades set in polyethylene bearings for free operation and maximum air movement. Automatic louvers shall be furnished complete with framing, flashing, sealant and fasteners necessary to insure weather tightness and neat appearance. 17..6 Exhaust Fans: Exhaust fans for use with automatic louvers shall be 52" square x 13 1/2" units with 48" blades. Fan motors shall be 3/4 H.P. 110/220 volt motors. Fans shall be capable of moving 20,100 CFM at 335 rpm with a static pressure of 0. 17.7 Round Roof Jacks: Round roof jacks shall consist of pleated resilient rubber sleeves bonded,to corrosion resistant aluminum rings. The rubber sleeves shall be field cut and fitted around pipes penetrating the roof. The aluminum bases shall be field formed to fit the roof panels. Round roof jacks shall be available to accommodate round pipes from 1/4" to 1' 1" in diameter. Roof jacks shall be furnished with sealant and fasteners necessary to insure weather tightness and neat appearance. 17.8 Rectangular Roof Curbs: 17.8.1 Shadow Panel Curbs Shadow panel roof curbs shall be galvanized steel, all welded construction, available unpainted or painted white. Roof curbs shall have ribbed bases in the configuration of the building roof panels. Unless otherwise specified, each curb will be centered on a major panel rib. Roof curbs shall have 1 1/2" mounting flanges at the top to provide smooth level surfaces for attachment to the roof units. GULF STATES MANUFACTURERS, INC. IS lu 1 DATE P.O. DRAWER 1128, STARKVILLE, MS 39759 1 PAGE 2.19 SPECIFICATIONS 17.8.2 Shur-Lok Panel Curbs Shur-Lok panel. roof curbs shall be galvanized steel, all welded construction, available unpainted or painted white. Roof curbs shall have flat bases. Metal inside and outside rib closures shall be provided for field installation. Roof curbs shall have 1 1/2" mounting flanges at the top to provide smooth level surfaces for attachment to the roof units. 17.8.3 Roof-Lok Panel Curbs Roof-Lok panel roof curbs shall be galvanized steel, all welded construction, available unpainted or painted white. Roof curbs shall have flat bases. Roof curbs shall have 1 1/2" mounting flanges at the top to provide smooth level surfaces for attachment to the roof units. 17.8.4 Structural Supports 17.8.4.1 Shadow Panel Rectangular Curbs Structural supports for shadow panel roof curbs shall be provided to support the weight of the curb and an additional load not to exceed 300 pounds. 17.8.4.2 Fixed Clip Shur-Lok Rectangular Curbs Structural supports for Shur-Lok roof curbs with fixed clips shall be provided to support the weight of the curb and an additional load not to exceed 300 pounds. 17.8.4.3 Sliding Clip Shur-Lok Rectangular Curbs Structural supports for Shur-Lok roof curbs with sliding clips shall be provided to support the roof curb and an additional load not to exceed 300 pounds. The structural supports shall also be designed to allow 1 1/4" thermal movement of the roof curbs in either direction relative to the building purlins. ISSUE DATE REV. NO. GULF STATES MANUFACTURERS, INC. 1-1-92 0 P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2. 20 SPECIFICATIONS Ii 18.0 WALL AND ROOF LIGHTS 18.1 General: 18.1.1 Shadow Panel and Centennial Panel Wall lights, roof lights and insulated roof lights shall be either fiberglass reinforced modified acrylic or fiberglass reinforced polyester translucent material. Wall and roof lights shall be furnished in the configurations of the wall or roof panels as applicable. Each wall and roof light shall be sized to replace one panel width and shall lap the building panel at the ends. Wall and- roof lights shall be furnished with the sealant and fasteners necessary for the installation. 18.1.2 Shur-Lok Shur-Lok roof lights and Shur-Lok insulated roof lights shall be mat fiber reinforced 8 ounce per square foot modified acrylic translucent material. The translucent material shall be factory connected to metal Shur-Lok ribs on both sides. Each Shur-Lok roof light shall replace one 10'-0 Shur-Lok roof panel and the sidelaps shall be machine seamed. Shur-Lok roof lights shall be furnished with the sealant and fasteners necessary for the installation. 18.2 Wall Lights: Wall lights shall be chopped fiber reinforced, 6 ounce per square foot modified acrylic translucent material with a smooth finish. Wall lights shall be furnished white, in 5'-0 and 71-0 lengths only. Wall lights shall have light transmission factors of 0.46 and heat transmission factors of 0.37. Wall lights shall be furnished for wall installation only and under no circumstances shall be installed in building roofs. 18.3 Roof Lights (Shur-Lok and Shadow Panel): Roof lights shall be mat fiber reinforced, 8 ounce per square foot modified acrylic translucent material with a smooth finish. Roof lights shall be furnished white, in 11'-0 lengths only. Roof lights shall have light transmission factors of 0.46 and heat transmission factors of 0.64. Roof lights shall comply with the Underwriters Laboratories UL 90 Wind Uplift Classification when labeled and erected in accordance with UL 90 Roof'Construction requirements. GULF STATES MANUFACTURERS, INC. P.O. DRAWER 1128, STARKVILLE, MS 39759 ISSUE DATE IREV. NO. 1-1-92 0 PAGE 2.21 SPECIFICATIONS 18.4 UL 25 Flame Spread Rated Roof Lights Shur-lok and Shadow Panel): UL 25 roof lights shall'be mat fiber reinforced, 8 ounce per square foot, fire retardant (Underwriters Laborabories UL 25 Flame Spread Classification) polyester translucent material with a smooth finish. UL 25 roof lights shall be furnished white, in 11'-0 lengths only. UL 25 roof lights shall have light transmission factors of 0.46 and heat transmission factors of 0.64. UL 25 roof lights shall comply with the Underwriters Laboratories UL 90 Wind Uplift Classification when labeled and erected in accordance with the UL 90 Roof Construction requirements. 18.5 Insulated Roof Lights: 18.5.1 Shadow Panel Insulated Roof Lights Insulated roof lights shall be factory assembled units consisting of white roof lights and 4 ounce per square foot translucent pans which create a 1/41' dead air space. Each roof light and pan shall be sealed with contact adhesive and pressure sensitive tape mastic. Insulated roof lights shall comply with the Underwriters Laboratories UL 90 Wind Uplift Classification when labeled and erected in accordance with UL 90 Roof Construction requirements. 18.5.2 Shur-Lok Insulated Roof Lights Shur-Lok insulated roof lights shall be factory assembled units consisting of white Shur-Lok roof lights and factory installed 0.06" thick clear acrylic pans which create a 1" dead air space. Each Shur-Lok roof light and pan shall be sealed with pressure sensitive tape mastic. Shur-L'ok roof lights shall comply with the Underwriters Laboratories UL 90 Wind Uplift Classification when labeled and erected in accordance with UL 90 Roof Construction requirements. 19.0 MARQUEE DOOR CANOPY Marquee door canopies shall be either 4'-6" or 8'-6" wide x 3'-0 projection factory assembled, field located accessories consisting of white prepainted steel perimeter frames, roof panels and angle support bracing. Marquee door canopies shall be furnished with all materials necessary for complete erection. 20.0- SEALANTS 20.1 Tube Sealant: Tube sealant shall be a one part solvent compounded from acrylic polymers. The exhibit extreme stability in the presence radiation, atmospheric contamination radiation. GULF STATES MANUFACTURERS, INC. release sealant sealant shall of ultra -violet and infrared 1-1-.Y4 1 PAGE 2.22 NO. P.O. DRAWER 1128, STARKVILLE, MS 39759 SPECIFICATIONS oil I 20.2 Tape Sealant (Bead Mastic): Tape sealant shall be cross -linked isobutyl'ene/isoprene copolymer tape that will not lose shape due to storage or transportation. Tape sealant shall be available in the following size rolls: 3/16" x 25' round, 7/8" x 3/16" x 30, rectangular and 1 1/2" x 3/32" x 45' rectangular. 21.0 CLOSURE STRIPS AND PLUGS 21.1 Closure Strips: Closure strips shall be made of semi -rigid cross -linked polyethylene foam sheets fused together in plywood -like lamination. Foam closure strips shall be formed to fit the contour of the ribbed panels. 21.2 Shur-Lok Inside Closure Plugs: Shur-Lok inside closure plugs shall be made of steel stamped into the configuration of the Shur-Lok rib. Material shall be GALVALUME® or G-60 galvanized steel. GULF STATES MANUFACTURERS, INC. ISSUE D92E REV N0. P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 2.23 I w SHADOW PANEL 12" 1 z l z" 6" 7/8 1/8 1 1/2 l 3/16 11/8 41° BEND RADIUS = 3/16" PANEL DIMENSIONS COVERAGE \ r SECT b PANEL GAUGE GRADE Fy psi) Fb psi) 26 E 80,000 36,000 0 26 D 50,000 30,000 C 24 D 50.000 30,000 C 22 D 50.000 30,000 C 031 ALUM. 21,000 9,570 C ON PROPERTIES AT IN BOTTOM FLAT IN AT'L ESSION COMPRESSION EIICK in.) WEIGHTSx sf) iII3 /ft.) Ix irO /ft.) Sx 3 /ft.) 0184 0.89 0.047 0.048r 0.033 0.035 0.04701840.04802370.89 1.14 0.066 0.048 0.06202890.07703101.39 0.082 0.090 0.062 0.050 0.241 0.53 ALLOIVABLE UNIFORM LOADS PSf ) WIND LOAD LIVE LOAD STRESS) LIVE LOAD DEFLECTION) PANEL GAUGE GRADE 5. g' 7' 7'-6 8' 3' 4' S' 6' 3' 4' 5' 6' NEG 60 POS 60 NEG 41 POS 41 NEG 30 POS 31 NEG 26 POS 27 23 NEG POS 23 20 23 20 92 108 69 61 45 39 31 27 146 149 61 63 31 32 18 1926E 26 D 50 51 34 35 48 26 34 26 36 22 29 31 26 27 147 83 53 37 194 82 42 24 a. 24 22 D D 66 82 70 87 45 56 60 42 44 36 39 32 34 183 103 66 23 46 16 240 90 101 38 52 19 30 11 r. 031 ALUM. 39 30 27 21 20 15 18 13 15 12 64 36 60 60 41 41 31 30 27 26 23 23 115 106 69 59 44 38 31 26 243 248 102 105 52 54 30 3126E 26 D 51 50 35 34 26 36 26 34 23 31 22 29 20 27 20 26 139 78 50 35 324 137 70 40 a 24 D 70 66 82 48 60 45 56 44 42 39 36 34 32 172 97 62 43 399 163 32 1922 031 D ALUM. 87 30 39 21 27 15 20 13 18 12 15 83 47 30 21 150 73 73 52 52 25 132 74 48 33 248 105 54 3126E 26 D 63 61 44 44 57 33 45 32 42 28 39 28 37 25 34 32 173 98 62 43 324 137 70 40 24 22 D D 86 106 81 00 61 75 71 55 52 48 45 42 40 215 121 58 77 37 54 26 399 150 168 63 86 32 50 19 031 ALUM. 37 48 26 34 19 25 17 22 15 19 104 NOTES: 1. ALL PROPERTIES AND LOADS ARE CALCULATED IN ACCORDANCE WITH THE "SPECIFICATION FORTHEDESIGNOFCOLD -FORMED STEEL STRUCTURAL MEMBERS" ,1986 EDITION, PUBLISHED BY THE AMERICAN IRON' AND STEEL INSTITUTE (AISI). 2. ALLOWANCE HAS BEEN MADE FOR PANEL DEAD LOAD. 3. A MINIMUM BEARING LENGTH OF 1.5 INCHES IS REQUIRED. 4. DEFLECTION VALUES ARE CALCULATED FOR A LIVE LOAD DEFLECTION OF 1/180 OF THE SPAN. 5. WIND LOAD VALUES HAVE BEEN INCREASED 33%. GULF STATES MANUFACTURERS, INC.. -1-1-92 ° P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 13.1.1 SHUR—LOK PANEL a z a V 2'-0 NET 2'-0 NET COVERAGE COVERAGE r, 18 1/2 7/8 7/8 3/4. m 1/4 BEND RADIUS = 3/16' PANEL DIMENSIONS SECTION PROPERTIES TOP FIAT IN BOTTOM FLAT IN MAT'L COMPRESSION COMPRESSION PANEL GAUGE GRADE psi) Psi) THICK. in.) WEIGHT psf) Ix Sx Ix Sx in. /ft.) in s /ft.) in. /ft.) ins /ft.) 24 D 50,000 30,000 0.0237 1.20 0.252 0.105 0.124 0.077 22 D 50,000 30,000 0.0289 1.46 0.309 0.131 0,159 0.095 ALLOWABLE UNIFORM LOADS (psf) LIVE LOAD LIVE LOAD WIND LOAD STRESS) DEFLECTION) PANEL GAUGE GRADE 5' 6' 7' 7'-6 8' 3' 4' S' 6' 3' 4' 5' 6' NEG POS NEG POS NEG POS NEG POS NEG POS 24 D 69 69 53 57 39 49 33 45 29 40 89 66 52 43 816 344 176 102 22 D 93 93 66 77 48 65 41 58 36 50 118 88 70 58 1000 422 216 125 24 D 69 69 69 54 54 40 47 35 41 30 88 66 52 41 1360 574 294 170 22 D 93 93 93 68 68 49 59 43 51 37 118 88 70 51 1667 703 360 208 24 D 69 69 69 57 67 49 58 42 51 37 88 66 52 43 1360 574 294 170 22 D 93 93 93 77 85 62 74 54 65 48 118 88 70 58 1667 703 360 208 NOTES: 1. ALL PROPERTIES AND LOADS ARE CALCULATED IN ACCORDANCE WITH THE 'SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS",1986 EDITION, PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI). 2. ALLOWANCE HAS BEEN MADE FOR PANEL DEAD LOAD. 3. A MINIMUM BEARING LENGTH OF 1.5 INCHES IS REQUIRED. 4. DEFLECTION VALUES ARE CALCULATED FOR A LIVE LOAD DEFLECTION OF 1/180 OF THE SPAN. 5. WIND LOAD VALUES HAVE BEEN INCREASED 33%. GULF STATES MANUFACTURERS, INC. FPAGEP.O. DRAWER 1128, STARKVILLE, MS 39759 13.1.2 nvvr —1JUA z aa v IL IL cc w 16" NET 16" NET COVERAGE COVERAGE PANEL DIMENSIONS SECTION PROPERTIES PANEL F' FbTHICK. MAT'L TOP FLAT IN COMPRESSION BOTTOM FLAT IN COMPRESSION GAUGE GRADE psi) psi) WEIGHT Psf) Ix Sx Ix Sx4in. /ft.) 3in. /ft.) in4 /ft.) in 3 /ft.) 24 22 D D 50,000 50,000 30,000 30,000 0.024 0.029 1.29 1.65 0.1005 0.1413 0.0544 0.0791 0.0557 0.0788 0.0489 0.0652 ALLOWABLE UNIFORM LOADS ( sf) WIND LOAD LIVE LOAD LIVE LOAD PANEL GRADE DEFLECTION) GAUGE 5' 6' 7" 7'-6 8' 3 4' 5' 6' 3' 4' 5' 6' NEG POS NEG POS NEG POS NEG POS NEG POS 24 22 D D 52 69 58 84 36 48 40 59 27 35 30 43 23 31 26 37 20 23 121 68 43 30 325 137 70 41 27 33 176 99 63 44 457 193 99 57 24 22 D D 58 84 52 69 40 59 36 48 30 43 27 35 26 37 23 31 23 33 20 27 109 61 39 27 542 229 117 68 145 81 52 36 762 322 165 95 24 22 D D 72 105 65 87 50 73 45 60 37 54 33 44 32 47 29 39 28 41 25 34 136 76 49 34 542 229 117 68 HT/l mT.•„ 181 102 65 45 762 322 165 95 IN V JL Eo; I. ALL PROPERTIES AND LOADS ARE CALCULATED IN ACCORDANCE WITH THE "SPECIFICATION FORTHEDESIGNOFCOLD -FORMED STEEL STRUCTURAL MEMBERS",1986 EDITION, PUBLISHED BY THEAMERICANIRONANDSTEELINSTITUTE (AISI). 2. ALLOWANCE HAS BEEN MADE FOR PANEL DEAD LOAD. 3. A MINIMUM BEARING LENGTH OF 1.5 INCHES IS REQUIRED. 4. DEFLECTION VALUES ARE CALCULATED FOR A LIVE LOAD DEFLECTION OF 1/180 OF THE SPAN. 5. WIND LOAD VALUES HAVE BEEN -INCREASED 33%. GULF STATES MANUFACTURERS INC. ISSU I E DATE 1-1-92 0 P.O. DRAWER 1128 STARKVILLE MS 39759 1 PAGE '13.1.3 CENTENNIAL- PANEL 12" z u z aV 11 o v c 6" 500 3/16 5/16 1 I 3/32 BEND RADIUS = 3/18" PANEL DIMENSIONS 38" NET COVERAGE r- SECTION PROPERTIES TOP FLAT IN BOTTOM FLAT IN MAT'L COMPRESSION COMPRESSION PANEL GAUGE GRADE psi) psi) THICK. in.) WEIGHT Psf) Ix Sx ft.) Ix in. /ft.) Sx in 3 /ft.) in/ft.) in? 26 D 50,000 30,000 0.0184 0.91 0.060 0.075 0.071 0.088 24 D 50,000 50,000' 30,000 30,000 0.0237 0.0289 1.17 1.43 0.081 0.102 0.097 0.119 0.092 0.113 0.092 0.115 22 D ALLOWABLE UNIFORM LOADS ( sf WIND LOAD GAUGE GRADE 5, 6' 7' 7'-6 8' 10, NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 26 D 69 77 48 53 34 47 39 50 30 40 34 43 26 35 29 38 17 23 19 24 24 22 D D 94 117 100 122 65 82 69 84 58 62 50 53 44 47 28 30 26 D 78 70 54 49 40 36 35 31 30 27 19 18 24 24 D 101 95 119 70 86 66 82 51 63 49 61 45 55 42 53 39 48 37 46 25 31 30 22 D 123 26 D 98 89 68 61 49 44 43 39 38 35 24 23 31 24 D 127 120 87 83 64 60 55 52 49 48 31 38 38 22 D 156 150 107 103 78 75 68 65 60 60 NOTES: 1. ALL PROPERTIES AND LOADS ARE CALCULATED IN ACCORDANCE WITH THE "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS",1986 EDITION, PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI). 2. ALLOWANCE HAS BEEN MADE FOR PANEL DEAD LOAD. 3. A MINIMUM BEARING LENGTH OF 1.5 INCHES IS REQUIRED. 4. DEFLECTION VALUES ARE CALCULATED FOR A LIVE LOAD' DEFLECTION OF 1/180 OF THE SPAN. 5. WIND LOAD VALUES HAVE BEEN INCREASED 33%. 1JJVL LMiG •w>•• "'• GULF STATES MANUFACTURERS, INC. P.O. DRAWER 1128, STARKVILLE, MS 39759 1 PAGE 13.1.4 WAI.MUU'I' FANEL 1/4 1 3/4 1 3/4 1/4 1/2 BEND RADIUS = 3/16" PANEL DIMENSIONS I 36" NET COVERAGE SECTION PROPERTIES TOP FLAT IN BOTTOM FIAT IN PAL GRADE Fb MAT'L WEIGHT COMPRESSION COMPRESSION Ix Sx Ix SxGAUGEpS1) psi) in 4 /ft.) in? /ft.) in4 /ft.) in 3 /ft.) 26 D 50,000 30,000 0.0184 0.090 0.012 0.032 0.012 0.041 ALLOWABLE UNIFORM LOADS (psf) PANEL GAUGE GRADE WIND LOAD 5' 6' 7' 7'-6 8' NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 26 D 41 32 28 21. 21 16 18 14 16 12 s 26 D 33 42 23 29 17 21 15 19 13 16 26 D 40 52 28_, 36 21 26 18 23 16 20 NOTES: 1. ALL PROPERTIES AND LOADS ARE CALCULATED IN ACCORDANCE WITH THE "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS",1986 EDITION, PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI). 2. ALLOWANCE HAS BEEN MADE FOR PANEL DEAD LOAD. 3. A MINIMUM BEARING LENGTH OF 1.5 INCHES IS REQUIRED. 4. DEFLECTION VALUES ARE CALCULATED FOR A LIVE LOAD DEFLECTION OF 1/180 OF THE SPAN. 5. WIND LOAD VALUES HAVE BEEN INCREASED 33%. I GULF STATES MANUFACTURERS, INC. '-14 P.O. DRAWER 1128, STARKVILLE, MS 39759 PAGE 13.1.5 CLASSIC i PANEL 6" ok a' 6" 6" 6„ 6" BEND RADIUS = 3/16" PANEL DIMENSIONS 12" NET COVERAGE I 12" NET COVERAGE \ r SECTION PROPERTIES TOP FLAT IN BOTTOM FLAT IN MAT'L COMPRESSION COMPRESSION PANEL GAUGE GRADE Fy' Psi) Psi) THICK. in.) WEIGHT Psf) ft.) in? /ft.) Ix in. /ft.) Sx in 3 /ft.) 24 D 50,000 30.000 0.024 1.44 0.078 0.064 0.090 0.086 0.117 22 D 50,000 30,000 0.031 1.82 0.108 0.090 0.120 En ALLOWABLE UNIFORM LOADS (psf) N c WIND LOAD GAUGE GRADE 5. 6. 7' 7'-6 8' 10, NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 24 D 91 68 64 47 47 63 35 49 41 55 30 43 36 48 27 37 23 31 17. 24 22 D 124 96 86 67' 24 D 68 91 47 64 86 35 49 47 63 30 43 41 55 27 37 36 48 17 24 23 31 22 D 96 124 67 24 D 85 114 59 79 108 44 61 58 79 38 53 51 69 33 47 45 61 21 30 29 39 22 D 120 155 83 NOTES: 1. ALL PROPERTIES AND LOADS ARE CALCULATED IN ACCORDANCE WITH THE "SPECIFICATION FORTHEDESIGNOFCOLD —FORMED STEEL STRUCTURAL MEMBERS",1986 EDITION. PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI). 2. ALLOWANCE HAS BEEN MADE FOR PANEL DEAD LOAD. 3. A MINIMUM BEARING LENGTH OF 1.5 INCHES IS REQUIRED. 4. DEFLECTION VALUES ARE CALCULATED FOR A LIVE LOAD DEFLECTION OF 1/180 OF THE SPAN, 5. WIND LOAD VALUES HAVE BEEN INCREASED 33%.. IS lU 1 92 E GULF STATES MANUFACTURERS, INC. P.O. DRAWER 1128. STARKVILLE. MS 39759 1 PAGE 13.1.6 a s .a aar a+ a v a. a aa. a s as A L L 12" BEND RADIUS = 3/16" PANEL DIMENSIONS L12" NET COVERAGE l 12" NET COVERAGE SECTION PROPERTIES TOP FLAT IN BOTTOM FLAT IN PANEL GRADE MAT'L Cy_W( psf) IGHT COMPRESSION COMPRESSION Ix Sx Ix SxGAUGEpsi) psi) i) in 4 /ft.) in? /ft.) in4 /ft.) in 3 /ft.) 24 D 50,000 30,000 0.024 1.44 0.065 0.067 0.089 0.064 22 D 50,000 30,000 0.031 1.81 0.088 0.095 0.116 0.086 ALLOWABLE UNIFORM LOADS ( sf WIND LOAD PANEL GAUGE GRADE 5' 6' 7' 7'-6 8' 10' NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 24 D 69 72 48 50 35 37 31 32 27 28 17 18 22 D 92 101 64 70 47 51 41 45 36 39 23 25 24 D 72 69 50 48 37 35 32 31 28 27 18 17 22 D 101 92 70 64 51 47 45 41 39 36 25 23 24 D 90 69 62 48 46 35 40 31 35 27 22 17 22 D 126 92 88 64 64 47 56 41 49 36 32 23 NOTES: 1. ALL PROPERTIES AND LOADS ARE CALCULATED IN ACCORDANCE WITH THE "SPECIFICATION FOR THE DESIGN - OF' COLD -FORMED STEEL STRUCTURAL MEMBERT ,1986 EDITION, PUBLISHED BY THE AMERICAN^IRON AND STEEL INSTITUTE (AISI). 2. ALLOWANCE HAS BEEN MADE FOR PANEL DEAD LOAD. 3. A MINIMUM BEARING LENGTH OF 1.5' INCHES IS REQUIRED. 4. DEFLECTION VALUES ARE CALCULATED FOR A LIVE LOAD DEFLECTION OF 1/180 OF THE SPAN. 5. WIND LOAD VALUES HAVE BEEN INCREASED 33%. GULF STATES MANUFACTURERS, INC. "i=i-sz - o - P.O. DRAWER 1128, STARKVILLE. MS 39759 I PAGE 13.1.7 WALL—LOK z a U Al a. 5 1 4 5 1 2 5 1 4 c E W- F r. r, BEND RADIUS = 3/16" PANEL DIMENSIONS 16" NET COVERAGE 16" NET COVERAGE SECTION PROPERTIES TOP FLAT IN BOTTOM FLAT IN MAT'L COMPRESSION COMPRESSION PANEL GAUGE GRADE psi) PSI) THICK in.) WEIGHT Psf) Ix Sx Ix Sx in.4/ft.) in? /ft.) in. /ft.) ins /ft.) 24 D 50,000 30,000 0.024 1.54 0.1423 0.0839 0.2721 0.1213 22 D 50,000 30,000 0.029 1.97 0.2094 0,1153 0.3640 0.1641 ALLOWABLE UNIFORM LOADS '( sf) WIND LOAD GAUGE GRADE 5, 6 7' 7'-6 8' 10, NEG POS NEG POS NEG POS NEG POS NEG POS NEG POS 24 D 129 89 90 62 66 46 57 40 50 35 32 22 22 D 175 123 121 85 89 63 78 55 68 48 44 31 24 D 89 129 62 90 46 66 40 57 35 50 22 32 22 D 123 175 85 121 63 89 55 78 48 68 31 44 24 D 112 129 77 97 57 71 50 62 44 54 28 35 22 D 153 175.. 107 133 78 97 68 84 60 75 38 48 NOTES: 1. ALL PROPERTIES AND LOADS ARE CALCULATED IN ACCORDANCE WITH THE "SPECIFICATION FOR. THE DESIGN OF COLD —FORMED STEEL STRUCTURAL MEMBERS' ,1986 EDITION, PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE (AISI). 2. ALLOWANCE HAS BEEN MADE FOR PANEL DEAD LOAD. 3. A MINIMUM BEARING LENGTH OF 1.5 INCHES IS REQUIRED. 4: DEFLECTION VALUES ARE CALCULATED FOR A LIVE LOAD DEFLECTION OF 1/180 OF THE SPAN. 5. WIND LOAD VALUES HAVE BEEN INCREASED 33%. GULF STATES MANUFACTURERS, INC.--1-1-92 1 0 l P.O. DRAWER 1128 STARKVILLE MS 39759 1 PAGE 13.1.8 0 r Z-SECTIONS WITH STIFFENED FLANGES SIZE t d R A AREA WGT. PER FT. PROPERTIES OF FULL SECTION 0FB AXIS x- x AXIS y- y r AXIS x - x 90°- e J Cw 1, S, r, ly Sy ry r mla In. In. I In. In. In. Deg. I In 2 Lb. In.4 In.3 In. In 4 In.3 In. In ! In. Deg. In.4 In e 8.00 2.50 0.056 0.066 0.075 0.088 0.105 0.777 0.794 0.813 0.841 0.877 0.187 0.187 0.187 0.187 0.187 50.00 50.00 50.00 50.00 50.00 0.819 0.932 1.059 1.243 1.483 2.785 3.170 3.602 4.226 5.043 7.878 8.943 10.135 11.845 14.059 1.969 2.236 2.534 2.961 3.515 3.101 3.047 3.093 3.087 3.079 1.207 1.382 1.582 1.674 2.265 0.406 0.464 0.530 0.425 0.752 1.214 1.218 1.222 1.220 1.236 2.246 2.561 2.918 3.435 4.116 0.796 0.800 0.802 0.805 0.809 16.976 17.057 17.149 17.282 17.457 0.000919 0.001354 0.001986 0.003209 0.005450 13.3015 15.1788 17.3030 20.3904 24.4700 9.50 2.50 0.066 0.794 0.187 50.00 1.031 3.506 3.609 1.383 0.464 1.158 3.062 0.793 13.473 0.001497 22.2400 0.075 0.814 0.187 50.00 1.172 3.985 15.228 3.206 3.605 1.582 0.530 1.162 3.490 0.796 13.543 0.002197 25.353610.0881 0.8411 0.187 50.00 1.375 4.675 113. 430 V A L2 12. 827 3.750 3.599 1.675 0.626 1.168 4.111 0.799 13.644 0.003550 0.105 0.877 0.187 50.00 1.641 5.578 21.164 4.456 3.592 2.266 0.752 1.175 4.931 0.602 13.776 0.006030 35. 8869 675835.8758 PROPERTIES OF EFFECTIVE SECTION SIZE NO FLANGE HOLES TENSION FLANGE HOLE ONLY COMPRESSION FLANGE HOLE ONLY COMP: FLANGE AND TENSION FLANGE HOLE It Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt AreaOB In. In. In. In! Ina Ina In? In.4 Ina Ina In.z In.4 Ina Ind In? In+ Ind in? In? 6.00 2.50' 0.058 0.066 0.075 0.088 0.105 6.999 6.195 9.364 11.529 14.059 1.625 1.945 2.232 2.830 3.515 1.895 2.165 2.462 2.936 3.515 0.751 0.882 1.006 1.217 1.483 6.602 7.585 8.667 10.661 12.989 1.628 1.882 2.160 2.741 3.403 1.674 1.911 1.173 2.594 3.105 0.734 0.040 0.959 1.162 1.417 6.318 7.482 0.577 10.409 12.989 1.388 1.694 1.956 2.420 3.105 1.832 2.088 2.372 2.815 3.403 0.701 0.838 0.962 1.152 1.417 5.997 6.980 7.946 9.638 12.014 1.399 1.658 1.891 2.340 3.004 1.615 1.842 2.092 2.463 3.004 0.686 0.004 0.916 1.097 1.352 1 9.50 '2.50 0.066 11.961 2.337 2.730 0.937 11.367 2.354 2.434 0.925 10.806 2.004 2.630 0.880 10.255 2.003 2.341 0.661 0.075 14.120 2.846 3.112 1.119 13.130 2.755 2.773 1.072 12.776 2.441 2.995 1.051 12.115 2.440 2.672 1.028 0.088 17.347 3.591 3.715 1.349 16.120 3.479 3.313 1.294 15.774 3.109 3.564 1.284 14.671 3.008 3.174 1.229 0.105 21.164 4.456 4.456 1.641 1 19.656 4.316 3.974 1.575 19.656 3.974 4.316 1.575 18.268 3.846 3.846 1.509 F w CHANNELS WITH STIFFENED FLANGES 71 b • o ] s12E WGT. PROPERTIES OF FULL SECTION t d R A AREA PER AXIS x- x AXIS y- y06FT. Ix Sx I r„ Ir gy rr x In J Cw ! ro xo xl In. In. In. In. In. Deg. In 2 Lb. In.4 In.3 In. In 4 In., In. In. In. In.4 In a In. In. In. 8.00 2.50 0.058 0.895 0.187 90.00 0.819 2.785 7.752 1.938 3.076 0.703 0.393 0.926 0.713 1.141 0.000919 9.1936 4.236 3.695 1.825m0.066 0.918 0.181 90.00 0.932 3.170 8.793 2.198 3.071 0.799 0.449 0.926 0.719 1.147 0.001354 10.4865 4.228 3.695 1.8330.075 0.945 0.187 90.00 1.059 3.602 9.955 2.489 3.066 0.908 0.512 0.926 0.725 1.153 0,001986 11.9487 4.218 3.694 1.84LH0.088 0.983 0.187 90.00 1.243 4.226 11.618 2.906 3.057 1.065 0.603 0.926 0.735 1.162 0.003209 14.0741 4.203 3.693 1.8530.105 1.033 0.187 40.00 1.483 5.043 13.762 3.441 3.046 1.269 0.724 0.925 0.747 1.173 0.005450 16.6768 4.183 3.692 1.868 c.( 9.50 2.50 0.066 0.919 0.187 90.00 1.031 3.506 13.248 1.709 3.584 0.842 0.456 0.903 0.653 1.079 0.001497 15,1712 4.068 5.L32 1.699 r+ 0.075 0.945 0.187 90.00 1.172 3.965 15.010 3.160 3.579 0.956 0.520 0.903 0.660 1.084 0.002197 17.2720 4.067 5.121 1.706 En0.088 0.984 0.187 90.00 1.375 4.675 17.535 3.692 3.571 1.122 0.613 0.903 0.669 1.092 0.003550 20.3170 4.065 5.L03 1.7170.105 1.034 0.187 90.00 1.641 5.578 20.802 4.379 3.561 1.338 0.735 0.903 0.680 1.103 0.006030 24.3221 4.061 5.080 1.731 PROPERTIES OF EFFECTIVE SECTION p SIZE NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMP. FLANGE AND I HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLE cn 0 l3 Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area d F.i In. In. In. In! Ina 10 In.2 In.4 IM3 Ims In.2 In.4 Ine Ine In.2 10.4 Ine Ina In? 8.00 2.50 0.058 7.926 1.757 1.897 0.765 6.770 1.713 1.673 0.754 6.587 1.496 1.832 0.731 6.244 1.510 1.616 0.719 p p0.066 8.393 2.030 2.162 0.903 7.753 1.971 1.906 0.662 7.706 1.790 2.085 0.063 7.L25 1.729 1.836 0.822 0.075 9.800 2.425 2.476 1.047 9.045 2.345 2.184 1.000 6.926 2.100 2.380 0.995 8.248 2.020 2.097 0.948 0.088 11.618 2.904 2.904 1.243 10.717 2.808 2.562 1.188 10.717 2.562 2.808 1.188 9.896 2.474 2.474 1.133 0.105 13.162 3.441 3.441 1.483 12.692 3.325 3.034 1.418 12.692 3.034 3.325 1.418 11.717 2.929 2.929 1.352 9 9.50 2.50 0.066 12.434 2.508 2.737 0.976 11.762 2.513 2.441 0.961 11.231 2.143 2.636 0.913 10.625 2.137 2.346 0.893 m Fm 0.075 14.784 3.083 3.142 1.160 13.720 2.984 2.799 1.113 13.553 2.701 3.024 1.108 12.589 2.611 2.691 1.0610.088 17.535 3.692 3.692 1.375 16.267 3.572 3.289 1.320 16.267 3.289 3.572 .1.320 15.099 3.179 3.179 1.2650.L05 20.802 4.379 4.379 1.641 19.294 4.236 3.901 1.575 19.294 3.901 4.236 1.575 17.906 3.770 3.770 1.509 tv -9MW W r " 001 0 r ro cn o y d a ] txj tVcu In y w , w t%jco z W CHANNELS WITH STIFFENED FLANGES SIZE PROPERTIES OF FULL SECTION WGT. AXIS x- x AXIS y- y t d R A AREA PER o e FT. m J Cw 1 ro xo1, S, r, ly Sy ry x In. In. In. In. In. Deg. In 2 Lb. In.4 In.s In. in ! In.3 In. In. In. In.4 In a In. In. In. 10.00 3.75 0.066 0.983 0.187 90.00 1.238 4.209 19.195 3.639 3.938 2.327 0.874 1.371 1.086 1.681 0.001797 45.6725 5.488 4.986 2.734 0.075 1.010 0.187 90.00 1.407 4.783 21.755 4.351 3.933 2.647 0.996 1.372 1.093 1.688 0.002637 52.0374 5.482 4.988 2.7440.088 1.048 0.187 90.00 1.650 5.611 25.428 5.086 3.925 3.108 1.174 1.372 1.103 1.699 0.00*4260 61.2096 5.474 4.990 2.7580.105 1.098 0.167 90.00 1:969 6.696 30.185 6.037 3.915 3.711 1.409 1.373 1.117 1.712 0.007237 73.4958 5.463 4.992 2.776 12.00 1 3.75 1 0.066 0.983 0.181 90.00 1.370 4.657 29.397 4.899 4.633 2.460 10. 869 1.340 10. 985 1.586 0.001989 166. 1013 16.507 5.450 2.538 0.075 1.010 0.187 90.00 1.557 5.293 33.336 5.556 4.628 2.798 1.014 1.341 0.991 1.593 0.002919 77.5412 6.500 5.450 2.547 0.088 1.048 0.187 90.00 1.826 6.210 38.995 6.499 4.621 3.266 1.196 1.341 1.001 1.602 0.004715 91.2427 6.488 5.450 2.5590.105 1.098 0.187 90.00 2.179 7.410 46.339 7.723 4.611 3.926 1.435 1.342 1.014 1.614 0.008009 l09.2756 6. 47 3 5.450 2.576 PROPERTIES OF EFFECTIVE SECTION SIZE NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMP. FLANGE AND t HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLE O B Ix Sxc Sxt Area Ix Sxc' Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area In. In. In. IrL4 In 3 In.s IrL2 IrL4 Ims In.s In.2 In.4 In s Ins IrL2 IrO In s Ins In. 10.00 3.75 0.066 15.912 2.814 3.662 1.055 15.335 2.840 3.334 1.043 14.983 2.572 3.588 1.019 14.409 2.578 3.267 0.999 0.075 18.980 3.485 4.168 1.274 18.266 3.513 3.806 1.256 17.762 3.145 4.001 1.219 17.103 3.164 3.723 1.198 0.088 23.033 4.337 4.912 1.547 2L.802 4.242 4.485 1.492 21.773 3.984 4.001 1.503 20.622 3.895 4.382 1.448 0.105 27.933 5.319 5.882 1.865 26.433 5.203 5.373 1.600 26.232 4.034 5.736 1.804 24.840 4.726 5.236 1.739 12.00 3.75 0.066 23.586 3.395 4.667 1:111 22.703 3.393 4.276 1.093 22.113 3.084 4.578 1.064 21.324 3.085 4.190 1.047 0.075 28.001 4.161 5.313 1.334 26.936 4.159 4.876 1.312 26.190 3.759 5.204 1.274 25.249 3.764 4.771 1.255 0.086 34.757 5.391 6.260 1.676 33.566 5.437 5.761 1.660 32.434 4.844 6.115 1.600 31.320 4.673 5.621 1.580 0.105 43.005 6.852 7.513 2.075 40.825 6.703 6.909 2.010 40.575 6.277 7.330 2.014 38.535 6.137 6.736 1.949 TWO CHANNELS WITH C STIFFENED FLANGES BACK TO BACK b o N t 0 C; R r 3 m t-f a CoCo I 1 ty aN W oz _ 0 SIZE PROPERTIES OF FULL SECTION t d R A AREA PER AXIS x- x AXIS y- y o s FT. J Cwt. S, r, ly Sr rr In. In, 1n, In. In, Dec. to ? lb. In.4 In.3 In, in ! In.3 In. In 4 In e 8.00 5.00 0.058 0.895 0.187 90.00 1.638 5.571 15.504 3.876 3.076 2.238 0.895 1.169 0.001837 36.7641 0.066 0.918 0.187 90.00 1.864 6.339 17.586 4.396 3.071 2.562 1.025 1.172 0.002707 41.7508 d 0.075 0.945 0.187 90.00 2.119 7.204 19.911 4.478 3.066 2.931 1.173 1.176 0.003973 47.3347 0.088 0.983 0.187 90.00 2.486 8.452 23.236 5.809 3.057 3.472 1.389 1.182 0.006417 5.3488 O.105 1.033 0.187 90.00 2.966• 10.085 27.524 6.881 3.046 4.193 1.677 1.189 0.010901 65.7331 D 9.50 5.00 0.066 0.919 0.187 90.00 2.063 1.013 26.496 5.578 3.584 2.563 1.025 1.115 0.002995 57.9768 0.075 0.945 0.187 90.00 2.344 7,969 30.020 6.320 3.579 2.933 1.173 1.119 0.004395 65.7099 0.0ee 0.984 0.187 90.00 2.750 9.350 35.071 7.783 3.571 3.474 1.389 1.124 0.001099 76.7915 0.105 1.034 0.187 90.00 3.281 11.157 41.604 8.159 3.561 4,195 1.678 1.131 0.012059 91.(402 PROPERTIES OF EFFECTIVE SECTION SIZE NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMP. FLANGE AND t HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLE o B Ix Szc Szt Area Ix Sxc Sxt Area z Sxc 3xt Area Ix Szc Sxt Area In. In. In. In! In? Irt.b In.2 In.4 In.s Ire fn.2 irt,4 Irte In.e IrL2 In.4 IRa Ina In? 8.00 5.00 0.058 14.592 3.513 3.793 1.571 13.540 3.426 3.345 1.508 13.174 2.991 3.664 1.462 12.487 3.020 3.231 1.438 0.066 16.787 4.077 4,324 1.806 15.506 3.942 3.817 1.723 15.412 3.581 4.170 1.721 14,250 3.459 3.673 1.644 0.075 19.600 4.850 4.951 2.094 18.091 4.690 4.367 2.000 17.851 4,200 4,760 1.990 16.495 4.056 4.193 1.897 0.088 23.236 5.809 5.809 2.486 21.434 5.616 5.124 2.376 21.434 5.124 5.616 2.376 19.793 4.948 4.948 2.266 0.105 27.524 6.881 6.881 2.966 25.384 6.650 6.069 2.835 25.384 6.069 6.650 2.835 23.434 5.858 5.858 2.704 9.50 5.00 0.066 24.868 CHANNELS WITH STIFFENED FLANGES a' r SIZE PROPERTIES OF FULL SECTION WGT. y t d R A AREA PER AXIS x- x AXIS y- y Cw I ra xaOBFT. I. S, r, I, S y ry x m In. in. In. In. In. 0e0• In ? Lb. In.4 In.a in. In ! in.x In. In. In. In.4 Ine In. In. In. W y 14.00 3.75 0.075 1.010 0.187 90.00 1.707 5.803 48.029 6.861 5.305 2.922 1.020 1.309 0.908 1.509 0.003200 109.2719 7.765 5.960 2.379 0o a 0.088 1.048 0.187 90.00 2.002 6.808 56.214 6.031 5.298 3.433 1.212 1.309 0.917 1.517 0.005L69 128.5057 7.755 5.959 2.390 H 0.105 1.096 0.187 90.00 2.359 8.124 66.851 9.550 5.290 4.103 1.455 1.310 0.930 1.528 0.008781 153.7839 7.737 5.957 2.405 16.00 3.75 0.075 1.010 0.187 90.00 1.857 6.313 66.136 8.267 5.968 3.026 1.039 '1.277 0.837 1.434 0.003481 147.5246 9.265 6.500 2.233 0.0881.046 0.187 90.00 2.178 7.407 77.439 9.680 5.962 3.557 1.225 1.278 0.847 1.442- 0.005623 173.4273 9.270 6.498 2.244 0. 105 1.096 0.187 90.00 2.599 8.836 92.142 11.518 5.954 4.252 1.471 1.279' 0.859 1.452 0.009552 207.4410 9.250 6.496 2.258 cli WN PROPERTIES OF EFFECTIVE SECTION O° size NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMP. FLANGE AND t HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLE 0 9 Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area In. In. In. In! In In. In. In In. In.e In. In. 1(0 Ina In.? In In. In.? In ? 14. 00 3.75 0.075 38.952 4.036 6.552 1.387 37.558 4.825 6.042 1.367 36.416 4.374 6.418 1.324 35.L96 4.375 5.'910 1.307 O R 0. 088 48.231 6.225 7.715 1.741 46.549 6.233 7.126 1.721 45.026 5.610 7.537 1.663 43.504 5.617 6.955 1.642 A 0. 105 61.730 8.406 9.273 2.262 59.236 8.344 0.584 2.220 57.253 7.474 9.031 2.147 55.623 7.569 8.363 2.135 16. 00 3.75 0.075 51.623 5.498 7.882 1.430 50.145 5.495 7.294 1.416 48.494 4.992 7.715 1.370 46.974 4.909 7.133 1.356 0. 086 64.242 7.079 9.277 1.803 62.110 7.074 8.603 1.784 59.923 6.382 9.064 1.721 58.029 6.385 8.396 1.703 It, l 0.105 81.648 9.421 11.134 2.327 79.071 9.459 10.348 2.311 76.095 8.469 10.847 2.225 73.652 8.477 10.073 2.201 I Cy maW y W W W Vj tz OO TWO CHANNELS WITH STIFFENED FLANGES BACK TO BACK r bC o SIZE PROPERTIES OF FULL SECTION y WGT t d R A AREA PER AXIS x- x AXIS y- yoeFT. Ix gx rx _1, Sy rr J Cw r In. In. - In. In. In. 000. In.2 Lb. In.4 In.3 In. In 4 In,a In. In ! In e 10.00 7.50 0.066 0.983 0.187 90.00 2.476 8.417 38.390 7.678 3.938 7.575 2.020 1.749 0.003595 191.9921 m 0.075 0.088 1.010 1.048 0.187 0.107 90.00 2.813 9.565 43.511 8.702 3.933 6.655 2.308 1.754 0.005275 217.9530 d 90.00 3.301 11.223 50.857 10.171 3.925 10.234 2.729 1.761 0.008521 255.35170.105 1.098 0.187 90.00 3.939 13.391 60.371 12.074 3.915 12.334 3.289 1.770 0.014474 304.0658 0 12.00 7.50 0.066 0.983 0.187 90.00 2.740 9.315 58.793 9.799 4.633 7.575 2.020 1.663 0.003978 273.2279 r+ 0.075 1.010 0.167 90.00 3.113 10.505 66.672 11.112 4.628 8.655 2.308 1.667 0.005837 310.1173 0.088 1.048 0.187 90.00 3.653 12.420 77.990 12.998 4.621 10.235 2.729 1.674 0.009429 363.2257N0.105 1.098 0.187, 90.00 4.359 14.819 92.678, 15.446 4.611 12.336 3.289 1.682 0.016018 432.3496 W c cp v, o PROPERTIES OF EFFECTIVE SECTION SIZE NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMP. FLANGE AND t HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLE O B Ix axe Sxt Area Ix axe Sxt Area fx axe Sxt Area Ix axe Sxt Area In, In. In. IrLA In.3 In.' In.x In.4 In.' In.x Inr= ItL4 Ine Itie In.x Inb' In.a Inx In.2 10.00 7.50 0.066 31.823 5.628 7.324 2.109 30.670 5:679 6.668 2.086 29.966 5.145 7.177 2.037 28.818 5.156 6.534 1.999 0.075 37.961 6.971 8.335 2.547 36.536 7.026 7.613 2.512 35.523 6.290 8.161 2.437 34.206 6.328 7.445 2.397 0.068 46.066 8.675 9.823 3.094 43.605 8.485 8.971 2.964 43.546 7.968 9.602 3.006 41.243 7.790 8.765 2.896 0.105 55.867 10.638 11.765 3.731 52.867 10.406 10.746 3.600 52.464 9.667 11.472 3.609 49.680 9.452 10.473 3.478 C1 12.00 7.50 0.066 47.172 6.791 9.334 2.222 45.406 6.786 8.553 2.186 44.226 6.160 9.157 2.129 42.646 6.171 8.381 2.091 ttv 1 0.075 56.002 8.321 10.626 2.667 53.873 6.319 9.753 2.625 52.380 7.518 10.408 2.549 50.499 7.529 9.542 2.510 0.086 69.514 10.781 12.520 3.35I 67.133 10.675 11.521 3.319 64.868 9.608 12.230 3.200 62.640 9.745 11.741 3.160 N 0.105 86.010 13.704 15.026 4.151 81.650 13.405 13.818 4.020 81.150 12.554 14.659 4.029 77.071 12.273 13.473 3.896 t-1 ca TWO CHANNELS WITH cl-1 STIFFENED FLANGES BACK TO BACK r o SIZE PROPERTIES OF FULL SECTION wGT AXIS x- x AXIS y- yH..3 t d R A AREA PER D F87 FT. J C. 1, S, r, 1, S r ry w In. In. In. In: In, Dog. In.2 Lb. In.4 In.a In. In! In.a In. 10.017561 In! Ind 14.00 7.50 0.075 1.010 0.187 90.00 3.413 11.605 96.059 13.723 5.305 8.656 2.308 1.592 0.006400 418.5360O4 0.086 1.048 0.187 90.00 4.005 13.617 112.429 16.061 5.298 10.236 2.730 1.599 0.010338 490.1217 d y 0.105 1.098 0.187 90.00 4.779 16.247 133.703 L9.100 5.290 12.337 3.290 1.607 583.2350 ITJ 16.00 7.50 0.075 1.010 0.187 90.00 3.713 12.625 132.273 16.534 5.968 8.656 2.306 1.527 0.006962 543.2100 0.088 1.048 0.167 90.00 4.357 14.813 154.877 19.360 5.962 10.236 2.730 1.533 0.011247 636.0254 N 0.105 1.098 0.187 90.00 5.199 17.675 184.285 23.036 5.954 12.338 3.290 1.541 0.019105 756.7200 y wC 4 d PROPERTIES OF EFFECTIVE SECTIONco SIZE NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMP. FLANGE AND W y t HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLE D 8 Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Arear•-a In. In. In. In.4 In. a In. a In. 2 In. 4 n. sIn. Ia Iri. 2 Irk 4 In.a In. a In. 2 In. 4 IR sIn. a In.2 14. 00 7.50 0.075 77.905 9.672 13.104 2.774 75.115 9.651 12.083 2.733 72.833 8.748 12.835 2.649 70.392 8.750 11.820 2.614 0. 088 96.462 12.450 15.429 3.481 93.098 12.467 14.252 3.441 90.05111.220 15.074 3.326 87.008 11.234 13.911 3.284 16. 00 7.50 0. 105 0. 075 123. 460 103. 646 16. 813 10. 996 18. 547 15. 765 4. 524 2. 860 118. 472 100. 289 16. 667 10. 990 17. 169 14. 589 4. 440 2. 833 114. 506 93. 946 14. 948 9. 979 18. 061 14. 266 4. 293 2. 711 111. 24615.138 96. 987 9.984 16. 726 15. 430 4. 271 2. 741 ytd I 0.088 128.465 14.158 18.555 3.605 124.220 14.148 17.205 3.567 116.059 12.770 16.792 3.406 119.845 12.765 18.128 3.441 ma 0. 105 163.297 16.841 22.268 4.655 158.142 18.919 20.696 4.621 147.304 16.955 20.145 4.402 152.190 16.939 21.694 4.450 Ny tl p ca 0 t R 143 b 0 C 0 ci r L tri cn CI-IANN EiLS UNSTIFI;, NrD FLANGES SIZE PROPERTIES OF FULL SECTION t R AREA WGT. PER AXIS x- x AXIS y- y B FT. J Cw 1 ro xoIaS, r lYSr rrxmRIn.8, In. In. In. In 2 Lb. In.4 In.s In. In4 In.s In. In. In. In.4 In a In. In.In. 5 2.00 0.075 0.187 0.900 3.060 8.205 1.989 3.019 0.311 0.185 0.588 0.361 0.626 0.001667 3.6234 5.162 3.226 0.972 0.088 0.167 1.056 3.590 9.610 2.330 3.017 0.372 0.219 0.593 0.392 0.636 0.002726 4.2823 5.138 3.228 0.983 0.105 0.187 1.260 4.284 11.438 2.773 3.013 0.453 0.266 0.600 0.406 0.645 0.004631 5.1574 5.106 3.230 0.998 9.75 2.375 0.075 0.187 1.059 3.602 13.469 2.763 3.566 0.482 0.247 0.675 0.426 0.715 0.001986 7.9472 6.164 3.793 1.103 0.088 0.167 1.243 4.226 15.779 3.237 3.563 0.574 0.793 0.679 0.437 0.722 0.003209 9.3840 6.130 3.794 1.114 0.105 0.187 1.483 5.043 18.789 3.854 3.559 0.696 0.354 0.686 0.451 0.731 0.005451 11.2904 6.105 3.797 1.129 PROPERTIES OF EFFECTIVE SECTION srzE NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMP. FLANGE AND t HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLE D B Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area In. In. In. In.4 In a In.s In.2 In.4 In.s In.s In.2 In.4 Ins In.s In,2 In.4 IRs Ins In s 8.25 2.00 0.075 7.029 1.581 1.847 0.835 6.324 1.496 1.569 0.788 6.583 1.442 1.787 0.812 5.922 1.364 1.516 0.765 D 0.088 8.449 1.923 2.191 0.991 7.603 1.823 1.664 0.936 7.851 1.732 2.112 0.960 7.064 1.639 1.793 0.905 0.105 10.361 2.390 2.646 1.198 9.325 2.268 2.253 1.133 9.535 2.121 2.540 1.155 8.582 2.008 2.158 1.089 9.75 2.375 0.075 10.833 1.991 2.514 0.934 10.289 2.023 2.206 0.925 10.026 1.776 2.439 0.890 9.656 1.843 2.141 0.893 0.088 13.503 2.570 3.003 1.153 12.358 2.456 2.619 1.098 12.778 2.377 2.921 1.127 11.693 2.269 2.543 1.072 0.105 16.550 3.190 3.628 1.393 15.149 3.051 3.166 1.327 15.546 2.918 3.516 1.356 14.230 2.787 3.004 1.290 I Cam; STANDARD FOR 1 EAVE STRUTS 12 SLOPE SECTION GEOMETRY wt. PROPERTIES OF FULL SECTION Axis x-x Axis y-q In J Cw j Ro Ixy Iyc per ft. D Bc Bt t d R A Area ix Si Rx y Iy Sy Ry x in. in. in. in. in. in. Deg. in' lb. in4 in3 in in in4 in3 1n in in in" In in in in In B.00 4.770 4.375 0,073 1.107 0.1B7 90.00 1.406 4.701 15.236 3.624 3.291 4.204 4.194 1.293 1.727 1.609 2.273 0.002637 59.4110 5.300 3,399 0.008 1,6474.375 4.770 4.147 2.270 60.6174 5.297 3.404 1.163 0.00 4.940 4.375 0.103 1.107 0.1B7 90.00 1.969 6.694 21.255 3.010 3.286 4.242 6.022 1.700 1.749 1.647 2.303 0,007233 03.7450 3.358 5.407 1.422 2.5014.373 4.948 4.118 2.290 06.7851 3.353 3.497 1.343 9.00 3.770 4.373 0.075 1.107 0.187 90.00 1.406 4.701 18,183 3.777 3.396 4.434 3.341 1.111 1.341 1.331 1.966 0.002637 6.6030 5.155 3.234 0.424 0.0744.373 3.770 4.013 1.960 53.6077 5.136 3.220 1.404 9.00 3.947 4.373 0,103 1.107 0.187 90.00 1.969 6.694 23.419 5,319 3,593 4.498 4.747 1.596 1.553 1.362 1."9 0.007236 79.4062 3.223 3.195 0.291 1.3624.373 3.947 4.779 2.000 78.3108 3.224 3.181 1.870 9.50 3.271 4.375 0.075 1.187 0.187 90.00 1.556 3.291 23.412 4.613 3.079 5.074 3.160 1.376 1.821 1.601 2.299 0.002910 97.9340 3.066 6.020 1.733 2.346 4.375 5.271 4,019 2.293 100.8428 3.°6l 6,033 1.169 9.50 5.447 4.373 0.103 1.107 0.187 90.00 2.179 7.408 32.660 6.386 3,072 3.115 7.430 1.047 1.639 2.327 0.008007138.6626 3.9126.142 2.798 3.524 4.375 5.447 4.707 911 2.320 143.1947 3.903 6.166 1.530 10.50 4.269 4.375 0.073 1.I07 0.187 90.00 1.556 5.291 27.159 4.949 4.177 3.322 3.998 321 1.603 1.325 2.007 0.002918 09.2770 3.876 3.560 0.200 1.340 4.375 4.269 3.407 2.007 89.4133 3.073 5,337 1.409 10.50 4.447 4.373 0.105 1.187 0.187 90.00 2.179 7.408 37.934 6.963 4.174 3.360 5.710 1.003 1.620 1.330 2.030 0.000007 125.6257 3.932 3.592 0.667 2.060 4.375 1 4.447 1 1 1 1 1 1 1 1 1 1 3.451 1 1 1 1 1 2.036 127.0027 3,930 5,596 1.073 SECTION PROPERTIES OF EFFECTIVE SECTION GEOMETRY NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMPRESSION FLANGE & HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLES D Bc Bt t Ix Sxc Sxt AreaF17.266 Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area in in in in 4 J 3 2 3 J 2' 1in jr? 3in 1 4 Jin 3in 2 n in in in 8.00 4.770 4.375 0.075 12.662 2.782 3.466 1.252 2.736 3.209 1,210 12.167 2.623 3.417 1.228 11.668 2.579 3.163 1.103 4.375 4.770 13.351 2.973 3.584 1.286 2.929 3.325 1.244 12.720 2.731 3.331 1.243 12.297 2.750 3.276 1.217 8.00 4.940 4.375 0.103 18.061 4.039 4,030 1.768 3.972 4.476 1.709 17.269 3.773 4.430 1.727 I6,319 3.711 4.401 1.660 4.375 4.948 19.277 4.341 5.122 1.824 4,270 4.759 1.763 18.370 4.031 5.036 1.776 17.627 3.973 4.670 1.717 9.00 3.770 4.375 0.073 16.446 3.269 4.007 1.326 15.734 3.213 3.720 1.203 15.600 3.039 3.933 1.293 15.028 2.960 3.630 1.252 4.373 3.770 16.041 3.366 3.672 1.266 13.247 3.300 3.379 1.244 15.336 3.120 3.610 1.247 14.692 3.107 3.329 1.217 9.00 3.947 4.373 0.105 23.176 4.666 5.379 1.056 22.166 4.509 5.176 1.797 21.806 4.203 3.436 1.003 20.965 4.211 5.061 1.744 4.373 3.947 23.150 4.900 3.236 1.824 22.029 4.017 4.044 1.765 22.123 4.571 3.167 1.776 21.065 4.403 4.761 1.717 9.30 3.271 4.373 0.073 18.097 3.306 4.330 1.363 19.116 2.440 4.023 1.321 18.102 3.303 4.284 1.329 17.353 3.287 3.902 1.299 4.375 5.271 19.792 3.552 4.120 1.360 19.230 3.360 4.419 1.337 19.640 3.292 4.662 1.310 19.336 3.299 4.333 1.294 9.50 5.447 4.375 0.103 27.004 3.102 6.064 1.920 25,662 5.016 5.635 1.069 26,022 4.026 5.977 1.891 24,933 4.744 5.333 1.932 4.373 5.447 29.623 5.541 6.734 2.034 28.343 3.460 6.307 2.975 28.300 3.172 6.621 1.906 27,200 5.103 6.200 1.927 10.50 4.269 4.373 0.073 23.198 3.092 4,927 1.391 22.572 3.926 4.509 IA70 22.060 3.601 4.951 1.346 21.420 3.612 4.516 1.326 4.373 4.269 23.059 3.930 4.797 1.334 22.303 3.935 4.454 1.333 21.997 3.647 4.720 1.310 21.293 3.632 4.380 1.290 10.50 4,447 4.375 0.103 33.633 3.039 6.071 2.023 32.270 5.740 6.401 1.964 31.140 3,449 6.743 1.977 30.830 3.337 6.202 1.910 4.373 14.447 1 1 34.561 1 6.152 1 6.850 1 2.034 133.097 1 6.050 1 6.373 1 1.9731 33.094 13.756 16.733 1 1.996 131.707 1 5.639 16.267 1 1.927 rl Bc - FLANGE IN COMPRESSIONIBt - FLANGE IN TENSION VARIES W2 A R A e d 4 3 6 ". t r 7-1 n STANDARD FOR 0.5 EAVE STRUTS 12 SLOPE SECTION GEOMETRY wt. PROPERTIES OF FULL SECTION Axis x-x Axis y-y m J Cw j Ro Ixy Iye per f t. D Be Bt t d R A Area Ix Sx Rx y Iy Sy Ry x in. in. in. in. in. in. Deg. in2 lb. In, ins in in in- ins in in in in4 In' In in in In 8.00 4.768 4.373 0.073 1.187 0.187 90.00 1.406 4.701 15.179 3.663 3.285 4.144 4.211 1.313 1.730 1.612 2.204 0.002637 58.0903 5.296 3.401 0.623 1.6394.373 4.768 4.032 2.201 39.0906 3.293 3.406 1.102 0.00 4.944 4.373 0.103 1.167 0.107 90.00 1.969 6.694 21.151 3.039 3.270 4.101 6.043 1.010 1.732 1.650 2.313 0.007233 0Z.7003 3.349 3.486 1.137 2.4074.373 4.944 4.000 2.311 03.3234 3.343 3.496 1.370 9.00 3.768 4.373 0.073 1.187 O.107 90.04 1.406 4.781 10.223 3.033 3.600 4.405 3.339 1.110 1.545 1.333 1.971 0.002637 57.2931 3.100 5.254 0.377 0.8664.375 3.760 4.729 1.973 56.2073 5.192 5.240 1.426 9.00 3.945 4.375 0.103 1.107 0.107 90.00 1.969 6.694 23.432 3.426 3.393 4.440 4.772 1.394 1.357 1.363 2.003 0.007236 00.2103 3.241 5.212 0.508 1.3504.373 3.945 4.691 2.006 70.7354 5.243 3.197 1.900 9.50 3.267 4.373 0.073 1.107 0.107 90.40 1.336 3.291 23.201 4.644 3.060 3.013 3.177 1.396 1.024 1.604 2.309 0.002910 96,3374 3.940 6.012 1.300 2.3364.375 3.267 4.694 2.305 99,2166 5.936 6.027 1.189 9.30 5.443 4.375 0.103 1.197 0.107 90.00 2.179 7.400 32.431 6.421 3.039 3.054 7.436 1.938 1.850 1.643 2.339 0.000007 136.2917 3.083 6.133 2.476 3.5134.373 3.443 4.640 2.332 142.3607 5.077 6.157 1.377 10.30 4.267 4.373 0.073 1.107 0.107 90.00 1.536 5.291 27.151 3.044 4.177 5.273 4.017 1.323 1.607 1.320 2.013 0.002910 09,6361 3.080 3.360 0.010 1.3394.373 4.267 3.363 2.013 09.3372 3.800 5.563 1.431 10.50 4.445 4.373 0.103 1.107 0.107 90.00 2.179 7.406 37.913 7.097 4.171 3.310 3.743 1.035 1.624 1.36t 2.044 0.000007 127.0766 5.929 5.393 0.406 2.0364.373 4.445 3.342 2.043 126.7760 3.928 3.398 1.903 SECTION PROPERTIES OF EFFECTIVE SECTION GEOMETRY NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMPRESSION FLANGE do HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLES D Be Bt t Ix Sxc' Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area in in in in in in3 ins in 1n ins ins in in ins ins insinin ins in 8.00 4.769 4.375 0.073 12.712 2.831 3.528 1.253 12.157 2.805 3.262 1.211 12.241 2.591 3.481 1.229 11.713 2.647 3.217 1.1074.373 4.760 13.226 2.939 3.670 1.205 12.678 2.914' 3.411 1.243 12.632 2.733 3.626 1.249 12.179 2.737 3.362 1.216 0.00 4.944 4.375 0.105 10.137 4.168 4.919 1.770 17.340 4.100 4.343 1.711 17.300 3.092 4.043 1.720 16.616 3.020 4.474 1.669 4.373 4.944 19.059 4.312 5.251 1.023 10.203 4.251 4.877 1.764 19.140 3.992 3.163 1.775 17.412 3.935 4.794 1.716 9.00 3.760 4.373 0.073 16.344 3.330 4.073 1.327 15.039 3.275 3.779 1.285 13.630 3.047 4.004 1.279 15.116 3.040 3.711 1.2544.373 3.768 13.995 3.362 3.741 1.285 15.211 3.297 3.441 1.242 13.324 3.139 3.606 1.250 14.649 3.104 3.391 1.216 9.00 3.945 4.373 0.103 23.337 4.766 5.669 1.837 22.329 4.609 5.253 1.790 22.062 4.371 3.330 1.804 21.123 4.290 3.142 1.7454.375 3.945 23.044 4.894 3.346 1.823 21.937 4.905 4.927 1.764 21.990 4.543 3.255 1.773 20.934 4.460 4.041 1.716 9.30 5.267 4.373 0.073 10.020 3.352 4.399 1.331 M AO 3.539 4.085 1.322 18.071 3.329 4.349 1.312 17.610 3.373 4.036 1.3014.375 3.267 19.656 3.551 4.849 1.366 19.112 3.360 4.329 1.342 10.712 3.293 4.703 1.324 10.209 3.301 4.467 1.300 9.50 3.445 4.375 0.103 27.111 5.262 6.141 1.930 23.932 3.176 5.701 1.071 26.149 4.974 6.039 1.893 23.041 4.091 3.623 1.834 4.375 5.445 29.269 5.496 6.093 2.033 20.210 3.423 6.433 1.974 27.929 3.116 6.700 1.903 26.932 5.040 6.347 1.926 10.50 4.267 4.37E 0.073 23.156 3.919 4.99E 1.300 22.451 3.930 4.646 1.360 22.034 3.629 4.922 1.33E 21.380 3.630 4.576 1.31E4.375 4.267 23.047 3.947 4.893 1.361 22.307 3.957 4.544 1.341 21.977 3.664 4.026 1.310 21.209 3.672 4.470 1.290 10.30 4.445 4.375 0.105 33.030 5.970 6.956 2.025 32.422 3.071 6.473 1.966 31.336 3.569 6.033 1.978 31.00E 5.475 6.339 1.9194.375 4.44E 34.347 6.124 6.900 2.03E 32.905 6.024 6.495 1.974 32.050 3.716 6.116E 1.90E 31.493 3.620 6.301 1.926 Be - FLANGE IN COMPRESSIOD Bt - FLANGE IN TENSION VARIES 0.5:1< Int A R 4 d 4 3 8 HIGH SIDE EAVE STRUTS r FOR 0.5 12 SLOPE b U) o y da V 1 r NO aH a 1 y-- 11 W `-4 O3 M c N N M iI V Bc - FLANGE IN COMPRESSION H Bt FLANGE IN TENSION VARIES A Q 0.5:12 cl W A R 7 Na d 4 3w 8 v O O SECTION GEOMETRY Wt. PROPERTIES OF FULL SECTION Axis x-x Axis y-yper ft. lb, m in J in' in` Cx In j in Ro in Ixy in Iyc in` D in. He in. Bt In. t in. d in. R in. A Deg. Area in2 Ix in` Sx in Rx Inin y in Iy in Sy in' Ry in x in 8.00 1.768 1.375 0.075 1.187 O.I87 90.00 1.106 1.781 lS.107 7.612 3.278 4.182 4.207 1.739 1.730 1.612 2.286 0.0026]7 38.0831 3.27] 3.]89 0.239 1.609 4.773 4.768 3.978 2.283 38.6369 3.271 3.393 1.208 8.00 4.944 4.373 0.103 1.187 0.187 90.00 1.969 6.694 21,007 4.983 3.266 1.216 6.074 1.841 1.731 1,650 2.319 0.007273 80.9686 3.317 3.170 0.632 2.443 1.373 1,944 3.942 2.316 82.7097 3.314 3.180 1.606 9.00 5.768 1.373 0.075 1.187 0.187 90.00 1.406 1.781 21,003 4.293 3,671 1.892 3.899 1.478 1.947 1.760 2.462 0.002938 96.1399 3.804 6.328 1.682 2.910 4.373 3.768 267 2.437 99.1743 3.799 6.344 1.103 9.00 3.943 a.373 0.103 1.187 0.187 90.00 1.969 6.694 29.198 3.927 3.661 4.926 8.309 2.062 1.976 1.801 2.492 0.008007 t37.7987 3.047 6.433 2.684 4.342 4.373 3.943 4.231 2.4e4 142.3083 3.836 6.473 1.463 9.30 3.267 4.373 0.073 l.IB7 0.187 90.00 1.376 3.291 27.074 4.368 7.830 3.032 3.168 1.417 1.822 1.604 2.711 0.002910 97.8271 3.780 3.481 1.037 2.302 4.373 3.267 4.608 2.311 93.9388 9.777 3.999 1.213 9.30 3.443 4.373 0.103 1.187 0.187 90.00 2.179 7.108 32.103 6:310 3.839 3.088 7.111 1.963 1.818 1.612 2.?13 0.008007 131.6221 3.813 6.102 1.827 3.461 4.375 5.443 4.369 2.340 136.6373 3.808 6.126 1.613 10.30 6.267 1.373 0,073 1.187 0.187 90.00 1.336 3.291 30.660 3.708 4.239 3.776 7.221 1.608 E.037 1.761 2.486 0.003199 132.0438 6.269 7.109 2.960 3.896 4.373 6.267 4.884 2.480 137.3342 6.263 7.133 1.102 10.30 6.413 1.373 0.103 1.187 0.187 90.00 2.179 7.408 4.614 7.337 4.223 4.843 10.470 2.233 E.090 1.807 2.303 0.008779 223,8823 6.288 7.276 4.333 1.463 a.373 6.415 3.812 2.313 E11,8792 6.290 7.213 3.777 SECTION PROPERTIES OF EFFECTIVE SECTION GEOMETRY NO FLANGE TENSION FLANGE COMPRESSION FLANGE COMPRESSION FLANGE dt HOLES HOLE ONLY HOLE ONLY TENSION FLANGE HOLES D He Bt t Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area Ix Sxc Sxt Area in in in in in in3 in] in in in7 in7 in in in7 In-' in in in7 in] Ili 8.00 1.768 4.373 0.073 12.839 2.931 3.300 1.233 12.265 2.883 3.232 1.213 12.380 2.770 3./33 1.231 11.832 2.721 3.190 1.189 1.373 1.768 13,010 2.873 3.696 1.282 12,483 2.831 3.131 1.240 12.471 2.696 3.611 1.236 11.976 2.656 3.380 1.214 8.00 1.944 1.375 0.103 18.369 1.302 1.894 1.772 17.332 4.232 4.317 1.717 17.623 4.026 4.823 1.730 16.832 3.960 1.433 1.671 4.373 4.914 18.661 4,171 3.260 1.821 17.918 4.117 4.889 1.762 17.716 3.832 S.I63 1.774 17.022 3.797 1.800 1.713 9.00 3.768 4.373 0.073 36.646 3.363 4.062 1.311 16.061 7.363 7.762 1.281 16.0/7 3.172 4.022 1.E76 13.629 7.221 3.721 1.263 4.773 7.768 17.706 3.308 4.792 1.390 17.313 7.331 1.192 1.370 16.829 3,061 1.727 1.318 16.423 3.077 4.470 1.322 9.00 5.913 1.375 0.105 24.146 3.031 3.691 1.880 23.073 a.970 3.270 1.821 23.109 4.809 3.629 1.847 E2.380 1.730 3.211 1.7BB 1.375 5.945 25.970 1.983 6.792 2.031 23.080 4.923 6.382 1.972 24.630 1.621 6.671 1.981 23,834 1.367 6.268 1.923 9.30 3.267 4.373 0.073 18.730 3.367 4.360 1.329 18,161 7.397 4,043 1.312 18.023 3.336 1.312 1.293 17.133 3.368 3.996 1.274 1.373 3.267 19.483 3.513 4.863 1.384 16.964 3.326 4.348 1.360 18.376 3.238 4.798 1.342 18,056 3.268 4,484 1.318 9.30 3.4a3 4.373 0.103 27,333 3.470 6.101 1.933 26,139 3.340 3.638 873 26.437 3.112 6.023 893 23.288 3.036 3.386 1.836 4.373 3.443 28.601 3.318 6.902 2.071 27.391 3.250 6.168 1.972 27.237 910 6:780 1.984 26.281 1.873 6.332 1.923 10.30 6.267 4.373 0,073 27,012 3.902 4.933 1.336 22.292 3,911 4.602 1.336 22.311 3.717 4.909 1.727 21.623 7.726 1.339 1.307 4.375 6.267 23.064 3.881 6.122 1.462 24.308 3.890 3.770 1.137 23.821 3.604 6.041 1.420 23.310 3.610 3.692 1.394 10.30 6.443 4.373 0.103 38.010 6.213 8.631 2.241 36.881 6.146 8.138 2.1e2 36.237 3.792 8.180 2.193 33.173 5.720 8.013 2.134 4.375 6.445 34.199 6.215 6.914 2.038 33.029 6.I12 6.457 1.979 37.398 5.960 6.875 2.008 32.176 3.860 6.392 1.949 N- bff I I tw 3 r A v il] o -3 z N tecn co a n c y wco co z WELDED UP SECTION PROPERTIES t SECTION DEPTH #Ift bf in. tf in. dw in. tw in. Area In Ix in.' Sx In. Rx in. ly in`. Sy ln' Ry In. Rt in. Qa Qs Q WG 8 x 6.85 5 0.1200 7.76 0.105 2,01 22.72 5.68 3.36 2.50 1.00 1.11 1.30 0.82 0.66 0.55 WG 8 x 7.85 5 0.1500 7.70 0,105 2.31 27.11 6.78 3,43 3.13 1.25 1.16 1.33 0.84 0.81 0.68 WG 8 x 9.10 5 0,1875 7.63 0.105 2,68 32.49 8.12 3.48 3.91 1.56 1.21 1.35 0.87 0.91 0.78 WG 8 x 10.76 6 0.1875 7,63 0.120 3.17 38.77 9.69 3.50 6.75 2.25 1.46 1,63 0.89 0.94 0.84 WG 8 x 13.26 6 0.2500 7.50 0.120 3,90 49.28 12.32 3.55 9.00 3.00 1.52 1.65 0.91 1.00 0.91 WG 8 x 15.76 6 0.3125 7.38 0.120 4.64 59.45 14.86 3.58 11.25 3.75 1.56 1.67 0.93 1.00 0.93 WG 8 x 18.26 6 0.3750 7.25 0.120 5.37 69.27 17.32 3.59 13.50 4.50 1.59 1.68 0.94 1.00 0.94 WG 8 x 23.26 6 0.5000 7.00 0,120 6.84 87.93 21.98 3.59 18.00 6.00 1.62 1.69 0.96 1.00 0.96 WG 10 x 7.56 5 0.1200 9.76 0.105 2.22 37.42 9.36 4.10 2.50 1.00 1.06 1.27 0.75 0.61 0.45 WG 10 x 8.56 5 0.1500 9.70 0.105 2.52 44.37 11.09 4.20 3.13 1.25 1.11 1.30 0.78 0.78 0.61 WG 10 x 9.81 5 0,1875 9.63 0.105 2.89 52.94 13.24 4.28 3.91 1.56 1.16 1.33 0.81 0.08 0.71 WG 10 x 11.59 6 0.1875 9.63 0.120 3.41 63,08 15.77 4.30 6.75 2.25 1.41 1.60 0.83 0.82 0.68 WG 10 x 14.08 6 0,2500 9.50 0.120 4.14 79.89 19.97 4.39 9.00 3.00 1.47 1.63 0.87 0.94 0.81 WG 10 x 16.58 6 0.3125 9.38 0.120 4.88 96.25 24.06 4.44 11.25 3.75 1.52 1.65 0,89 1.00 0.89 WG 10 x 17.48 8 0.2500 9.50 0,120 5.14 103.66 25.91 4.49 21.33 5.33 2.04 2.21 0.89 0.82 0.73 WG 10 x 19.07 6 0.3750 9,25 0.120 5.61 112.19 28.05 4.47 13.50 4.50 1.55 1.67 0.91 1.00 0.91 WG 10 x 20.83 8 0.3125 9.38 0.120 6.13 125.59 31.40 4.53 26.67 6.67 2.09 2.23 0.91 0.91 0.83 WG 10 x 24.07 6 0.5000 9.00 0.120 7.08 142.79 35.70 4.49 18.00 6.00 1.59 1.68 0.93 1.00 0.93 WG 10 x 24.17 8 0,3750 9.25 0.120 7.11 146.95 36.74 4.55 32.00 8.00 2.12 2.24 0.93 0.98 0.91 WG 12 x 11.12 5 0.1875 11.63 0.120 3.27 81.12 20.28 4.98 3.91 1,56 1.09 1.29 0.76 0.88 0.67 WG 12 x 12.39 6 0.1875 11,63 0.120 3.65 94.21 23.55 5.08 6.75 2.25 1.36 1.58 0.78 0.80 0.62 WG 12 x 14.89 6 0.2500 11.50 0.120 4.38 118.77 29.69 5.21 9.00 3.00 1.43 1.61 0.82 0.92 0,76 WG 12 x 17.39 6 0.3125 11.38 0.120 5.12 142.81 35.70 5.28 11.25 3.75 1.48 1.64 0.85 1.00 0.85 WG 12 x 18.29 8 0.2500 11.50 0.120 5.38 153.29 38.32 5.34 21.33 5.33 1.99 2.19 0.86 0.80 0.68 WG 12 x 19.89 6 0.3750 11,25 0.120 5.85 166.32 41.58 5.33 13.50 4.50 1.52 1.65 0.87 1.00 0.87 WG 12 x 21.64 8 0.3125 11.38 0,120 6.37 185.51 46.38 5.40 26.67 6.67- 2.05 2.21 0.88 0.90 0.75 WG 12 x 24.89 6 0,5000 11.00 0.120 7.32 211.81 52.95 5.38 18.00 6.00 1.57 1.67 0.90 1.00 0.90 WG 12 x 24.99 a 0.3750 11.25 0.120 7.35 217.02 54.25 5.43 32.00 8.00 2.09 2.23 0.90 0,96 0.87 WG 14 x 11.93 5 0.1875 13.63 0.120 3.51 114.73 28.68 5.72 3.91 1.56 1.06 1.27 0.71 0.86 0.6t, WG 14 x 13.21 6 0.1875 13.63 0.120 3.89 132.62• 33.15 5.84 6.75 2.25 1.32 1.55 0.74 0.78 0,57 WG 14 x 15.71 6 0.2500 13.50 0.120 4.62 166.42 41.60 6.00 9.00 3.00 1.40 1.59 0.78 0.91 0.71 WG 14 x 18.21 6 0.3125 13.38 0.120 5.35 199.60 49.90 6.11 11.25 3.75 1.45 1.62 0.81 0.98 0.80 WG 14 x 19.11 8 0.2500 13.50 0.120 5.62 213.69 53.42 6.17 21.34 5.33 1.95 2.17 0.82 0.78 0.64 WG 14 x 20.71 6 0.3750 13.25 0.120 6.09 232.16 58.04 6.17 13.50 4.50 1.49 1.64 0.84 1.00 0,84 WG 14 x 22.46 8 0.3125 13.38 0.120 6.60 258.15 64.54 6.25 26.67 6.67 2.01 2.20 0.85 0.88 0.75 WG 14 x 25.70 6 0.5000 13.00 0.120 7.56 295.47 73.87 6.25 18.00 6.00 1.54 1,66 0.87 1.00 0.87 WG 14 x 25.81 8 0.3750 13.25 0.120 7.59 301.79 75.45 6.31 32.00 8.00 2.05 2.21 0.87 0,95 0,83 GULF STATES MANUFACTURERS, INC. A GUIDE TO RIGID FRAME'STRUCTURAL DESIGN CALCULATIONS TABLE.OF CONTENTS SECTION B DIMENSIONS AND LOADS SECTION F FRAME DIAGRAM SECTION J JOINT, MEMBER, AND SEGMENT DATA SECTION L LIST OF 8EGMENT PROPERTIES, DESIGN. POINTS, MAXIMUM FORCES AND STRESSES SECTION R REACTIONS SECTION S STIFFENERS, BASES, AND SPLICES MEMeEEt, GooRp1NA ES 0 w z a cr O = u U C7 a w W 2 _ Ix w ¢ u a: w 0 . u. U. Z w u J t' C7 C Ix 0 LEAN-TO OR CANOPY FIGURE 1 LOAD OCCUAENCE DETAIL 'A' w w w v• w 01 OF 4 SECTION B - BUILDING DIMENSIONS AND LOADS B.10. This section Is divided into left and right'sides. The left side of the page shovs the fundamental building dimensions and the right side shows- the elementary loading data and t1fe load combinations. B.I. The BUILDING WIDTH (ass Figure 1) is tha.4Lstancs.betveen'outslds faces of the girts (girt• lines) of the left and right sidevalls of the main building measured horizontally in test. B.2, The BAY SPACING is the width of tributary loading applied to the frame and is typically defined as half of the distance between center lines of the adjacent parallel frames measured perpendicular to this frame line 1.12. In feet. B.J. The ROOT PLANT WIDTH 'is the horizontal projection of the distance batveon the sidevall girt line and the roof ridge line. The sum of the left and right side plans widths Is equal to the building width In - fast. The ROOT PLANE WIDTH for Leaes-Ton and Canopies is the horizontal 3.13. distance from the nearest sldevall girt line of the main building to the outside steel line of the Lean -To or Canopy. B.4, The COLUMN ELEVATION is the vertical distance in feet of a column base above the datum plane which is usually taken as the bottom of the base plate of the left main column of the rigid frame. A negative elevation Indicates th&t the column base Is below that datum. B.S. The EAYE HEIGHT is the vertical distance in feet from the bottom of the base plate of the column adjacent to.a sidevall to the Intersection of the girt line for that sldevall and the purlin line of the roof of the main building. 8.6. The ROOF SLOPE Is given as the number of inches of rise in a foot of horizontal run along the slops of "a roof commencing at the save and measured parallel to the frame line. B.I. COLUMN AND RAFTER•OFFS 11 are the distances in inches measured from and normal to the girt or. purlin line to the outside working face of the column or rafter. For the column this is usually equal to the depth of the girt for exterior mounted girt* and zero for flush girt*. Tor the rafter it is usually the depth of the purlin.. The outside working face of the column and, rafter is removed from the web line by a distance equal to the outer flange thickness of the segment with the lowest elevation on that line part. B.B. GIRT AND PURLIN DEPTHS are the out -to -out dimension depth in inches of the girt or purlin specified for each side of the frame. The 'fundamental CANOPT or LEAN-TO dimensions, if applicable, are show. The canopy or lean-to width in fast is shoves as the distance from the closest .sidevall girt line of the main frame to the outside edge of he canopy or lean-to save maaber. The other lean-to dimensions are shove In the same terms as the main frame. The poLut vbors the canopy or loan - to connects with the main frame is noted. The PURLIN/GIRT SPACINGS are shown in feet and Luchas as tape dimensioas and are measured horizontally or vertically from the point of lowest elevation on the purllu or girt line for the specified member. An ELEH NTART LOAD is a loading entity applied to the frame such as dead load, roof live load, or wind load left to right. One or more elementary loads can be grouped to form load combinations. Each slesmeestiry load earrifs &'unique !LOAD NUMBER•. They are applied to the frame by line part. A LINE PART is a segment or any group of segments contiguous and collinaar with one another. -References to line parts use a tour character 'Ipb&betic designation as listed below. (Items k, 1, and s Include a numeric suffix, A. These designations are as follovse a. LRTC LITT RIGID IRANE COLUMN - h. RLTC RIGHT LEE -TO COLUMN b. LRTR LIFT RIGID TWO RATTER 1. LCPR LEFT CANOPY RAFTER c. RRTR RIGHT RIGID FRAHI RATTER J. RCPR RIGHT CANOPY RAFTER d.. RRFC RIGHT RIGID TRANS COLUMN k. INTC o INTERIOR COLUMNS 4.' LLTC LIFT LION -TO COLUMN 1. FI.RB a FLOOR OR HEZZANINs BEAx5 f. LLTR LEFT LW -TO RAFTER es. ADDC a ADDITIONAL COLUMNS g. RLTR RIGHT LEAN-TO RAFTER 1.14. FLOOR BEANS are loeated•betveea main support columns and run parallel to the frame line. 8.15. HIZZAHINE consist of a mezzanine beam and a mezzanine column eooneeted to a main frame support column. The main frame column provides mezzanine beam support 'tit one. end and the mezzanine column provides mezzanine beam support at the opposite end. 3.16. ADDITIONAL COLUMNS 'are columose other than main frame interior columns, that are used to support bessas or rafters In the structural system. 1.17. In elementary loading, DEAD refers to the dead load veltht ot;•all component parts supported by the frame other than the actual velghi of the frame Itself. The actual frame vslght is internally calculatsdisn< applied to the frame. LIVE refers to the design Live Load and rd0s refers to the Roof Snov Load. B.9. INTERIOR COLUMNS supporting the main rigid frame are located from the 3.18. In elementary loading, VIND1 L-R reform to wind loading for Case I an< left sldevall girt line of the main building and the datum plane Indicates the wind loads are applied to the frame with the wind blovinl referenced in 1.4. The Interior columns are numbered from left to right left -to -right. Hence, VINDI R-L Indicates the wind direction of right. vith the first Interior column designated as Number 1. to -left. G2 OF 4 3,19. DISTRIBUTED loads are tabulated by line part with a tributary width measured perpendicular to the frame lines to feet. A distributed load Is defined by the location and intensity where It begins and sods. The location is given under 'dimsnsioa' as the distance from the near end, i.e., the end near the segments' local origin. A load coefficient is listed which is a multiplier for the load intensity given on that line, i.e., if the load coefficient is 2.0, all intensities on that line are doubled when applied to the structure. The direction of application is given which may be normal , horizontal, or vertical to the sstmeat. 5.10. CONCIMRATED LOADS are point loads applied to the segments. The load intensity is deflao4 along vlth the load location, LOAD OCCVFJ NCI POINT, and the load 11 applied to the' segment at the designated APPLICATION POINT. 1.11. THERNAL EXPANSION loading. is used to .examine frame effects due to temperature differeotials on specific line. parts. The tempsratt;re differential mad thermal expansion coefficient are specified for desired line parts. 1.11. SUPPORT SETTLXHEHT IS used to examlae jiff*ct* due to the movement of the support points. The rotation, vertical and horizontal movement are specified ;for desired line parts that provide the support points for the main frame. 3.13. Under LOAD COMBINATIONS, a factor is used to indicate the amount of each elementary load that Is taken to compass' the load combination. An allowable stress 'factor also Indicates whether stress allowable. have been increased due to combinations with wind or seismic loads. SECTION F — FRAME DESIGN A athematic diagram of the frame Is shown in course resolution (0.1' horizontal and 1/6' vertical). Line parts are labeled with the designation given above and -joint numbers are shown. The following •:y ymbols are used to Indicate certain features, 'A' . a hingsd support, (» >) . a flxgd support, (/) ±fter a joint number • a field splice{ (-) a a roof peak. A scals'llue is shown at the bottom of the diagram in the forma of an X axis. Also, thi scale equivalent of 1' -is given. The scale is applicable vertically as well as horizontally. SECTION J —JOINT, MEMBER AND SEGMENT DATA Definitions of terms used in this section are as follovsa J.1. The JOINT DATA table gives coordinate locations of joints (as shown to the frame diagram) and, it' they are supported, the direction of restraint. The ORIGIN of the "coordinate system for frame. calculations 13 at the intersection of the left wall girt line and a horizontal line extending frog the bottom of the base plate of the adjacent column. J.l.+. FJMF Q10E COORDINATES specify points oa the reference line vhich era associated with points I the analysis or elastic line. A RErERDICI LIN= Ss located at the outAlde edge of the purling, gists or Joists for all line parts except interior column* sod additional columns. for these latter line parts, the reference Ilse is a vertical line that pasts* through the uldbeigbC of tb* section at the bage of the column. J.l.b. 3TRUCTVRAL' COOILDINAT13 are' horizontal sad vertical dlstsocts to points along the ELASTIC LINE used in the structural analysis to d.teroloe mooaata sod fortis. The ELASTIC LINs is the line vhlcb represents the tegmeats' of the frame for the purpose of determining reactions sod intermsl moments sod forces. It is constructed by lines connecting the bisectors of real or imagloary liter lines formed by the Joining of contiguous. segmaots. These ulcer lines, sod the tvo lines sloog vhich adjacent segment nominal vsb heights are oasaaured, converge at a coamn inside point. Inner veb.lioss also converge at that point. In th' table titled NE1 U EDCKl.ING CHARACTERISTICS IN THE PLANE Or THE TRW,7'the second mad third eolumas give the numbers of the members adjoining the subject aaasber in the first column. If a member sod Is supported, the condition of support is given such as 'piaoed' of fixed'. The third column lists X factors a. in KL/r. In this context, the 'radius of gyration for aooprlsmstie members is taken it the shallowest section. This Is. followed by the ALLOVABLE BUCKLING TTPL LOAD, .the allowable axial load is kips, based on the in-plsae buckling mods vith no other loads present. rically, the pertinent segment, composing the *ember are listed following the appropriate line part In which they are located. J.I,a. A - XDUER is a portion of a frame that comprises one or more segments and sxtgods from one major point to another.. Examples of MAJOR JOINTS srei bass, -'knot, peak, and the intersection of a column sad rafter. A member is also defined a* that .entity whose buckling characteristics to the plane of the frame are nodal at Ito god*. The NEAR DID of + member is that end closest to the KDWR ORIGIN. The MEMBER ORIGIN has Its axis oriented orthogonally to the, member's reference (girt or purlio) line and is located at that gad of the member which causes the reference line to have s greater (more positive) y member coordinate than that of the member's elastic line- J.1.b. A SECH=. Is a portico of a member that extends from + minor Joint to another joint. Examples of MINOR .JOIXT3 are points vhere flanges or vebs change site and where Inner flanges change direction. J.J. In :,the SEGMENT DATA table, data is given by line part god segment number. Segments within a lin'o part are numbered sequentially from the near' end of the line part towards the far god, that end farthest from ths.gegment origin. The segment type is given such asi rRI3 for prismatic built up sections YARI for variable veb height built up sections VIIX 11 for vide flaage hot rolled sections (numbers designating depth and weight) lePIPE for any circular section (pipes or tubes) (number designating nominal diameter) TUBE for square or rectangular tubes (number designating depth) IIC if for cold formed ssc lons (numbers designating depth and gauge) 03 OF 4 t J.I.a- NEAR AND TAR JOINT NUN)ERS are given along vlth the type CC end condition such as 'YIN' (for planed) -or 'TIX' (for fixed). The NOMINAL V33 HEIGHTS are shown for the near and far ends. The web heights 1n this tabls are msasursd perpsadigplar :to the reference line. The modulus of elasticity aad the steel's yield strength is shown followed by the column or rafter offset In Inches, The flange width and thicknesses are shorn along vlth the veb thickness. The last column gives the length of them segment measured along the ELASTIC LINE. SECTION L - LIST OF SEGMENT PROPERTIES, DESIGN POINTS, MAXIMUM FORCES AND STRESSES L.I. The SEGHENT PROPERTIES table lists, for each section of a segment Investigated, the frame coordinates of the intersection of the cross sfctloo and the elastic line, the usual geometric properties, and an lodicatlon as to vhfch flanges are laterally braced. In this table a more classical web height is used than that In the previous table. This ANALTSIS VEE HE line passes through the bisector of the NOMINAL V33 HEIGHT line and is perpendicular to an analysis line .from that latersectlon to the next aimilar.intersectioa. Therefore, all forces will be resolved orthogonally with this ANALYSIS VEE HEIGHT line wharf It intersects the NOMINAL VE) HEIGHT line, L.l.a. The SEGKDa SUMHART shows thi Interaction ratio -from the most highr stressed panel In the segment and the load 'eomi'los.tloo number"that produced the stress for the veb and each flange. L.l.b. The required veld Indicated Is the submerged arc*flllet required to satisfy 'the shear lloiia, between flange and veb. It Is the auxlmun required from all panels So the segment. L.l. The ALLOVADLE STRESSES, ALLOWLE STRE33 CONSTANTS,_ and TORCES STRESSES,* sbov the allowable stresses, stress cocstasti;s;actual stru ee and Interaction ratios on each panel number for each 16id-combloatIoo. SECTION R — REACTIONS Y A„ , R.I. This section lists' reaction forces required at the supported Joints to maintain static equillbrium,of the frame for each load combination. The positive directions for these reactions are as follovsi L.l.a. A CROSS SECTION Is a reference point within a segment where a segment is invfstigatfd for stress in the anal sla and/or design J.1, 7 t process. Across section occurs at each end of each segment 'and at all applied concentrated loads such as girtse purlias, crane beams, conveyors, and hangars. L.Z. Thi SECTION PAINT DATA lists the section point numbers 1 to n,for each segment, where: a Is the number of load points occurring on the segment plus I. She point type is indicated as DESI'for distributed loadings or CRAM for concentrated loadings. The rWGE3 )RACED data is from the previous table. Coordinates 'are shown for the LOAD OCCURRENCE POINT and the LOAD APPLICATION POINT for each point number. The LOAD APPLICATION POINT 13 the point along the analysts line to which the forces at the LOAD OCCURRENCE POINT (position where the load occurs) are translated, with a correcting moment and reorlfoted onto the section beinglnvestigatfd. L.1. The SUHHART 0T MAXIM FORCES AND SIRESS33 lists the maximum forces Gad stresses for each panel number. A panel Is a length of segment extending betvsso two consecutive cross sections, The, axial and ahear forces and moments listed are, the maximum absolute valuss found for that panel among ill load combinations used in the design. It is posilble that these are not all the same forces that produced the set of maximum stresses on the same 11ns. The panel's maximum stresses may be the result of the maximum moment with its ova accompanying shear and axial force, but the axial or shear force listed may be from another lfss critical loading combination, The S values shove represent the stress Interaction ratios of actual to allowable stresses. Thusa,thesegmentIsdesignedformaximumstressestobelessthan1.0 for ill design load combinations. VERTICAL - ACTING VPVARD s' HORIZONTAL - ACTING TC THE RIGHT HOKD" — ACTINO COUHIERCLOCXVISE 01 course, the forces to be applied to the foundation are equal and In the opposite direction to the reactions. SECTION S - STIFFENERS, BASES AND SPLICES The VED STITTZNEA table lists stiffeners required by line part located using RETAMYCE LINE COORDINATES which are measured horiroatally and vertically from the origin to a point on the line part's reference line, A stiffener is oriented by a line extending from that point to a direction which 1s givaa in the fourth column. TERPENDICVLAR it givao under ORIENTATION s ens that the stiffener makes a right angle with the reference line. S.1.a. Stiffeners are associated vith and welded to the outer or Inner flange. Tull height stiffeners are velded to both flanges. Zartlal height stiffeners are triangular. Stiffeners are installed on 'iad velded to the near, tar, or both sides of the web. 3.2. The report titled COLV14( ANCHOR JOLTS AND USE PLATE gives the bast Identification on the second line followed by a description of the adchor bolts and base plate. CONTROL POINTS at the column bus art formed by the intersection of veb lines vith the bottom`oi the but plate. The NOMINAL VU )EIGHT at the iolumn.bise Is the distance (roa the Inner control point,to the inner face of the outer flsoge measured perpendicular to the outer flange, Tor a column with a v!rtical outs flange and a horizontal bass. plate, this Is the distance betjIea'eostro points. 3.3. The report . titled BUTT CONNECTION SIZES AND QUANTITILS gives 'thl connection Identification on the second line folloved by a ducrlptloa.:,. of a two butt plate shop velded, field bolted connection. The shop c000ectloo is formed by full penetration welds. The terms PROTRUDING aad TLVSH indicate the position of the butt plate ends relative to the outer and inner flanges. INTERMEDIATE STITCH bolts are added, 1( necessary, between the outer and inner bolt groups to'pro-veot the pitch' from exceeding 1 toot.. The CONTROL POINT 1s located at the intersection Of lines extending from and collinear with the outer web lines (also the Inner face of o-)ter flanges) of the adjoining segments. t G4 OF 4