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HomeMy WebLinkAboutPLANS 1BUILDING SPECIFICATIONS The manufacturer is not responsible for the concrete foundation design. The structure under this contract has been designed and detailed for Lincoln Steel m i d i APR 1 4 RECD the loads and conditions stipulated in the contract and shown on these drawings. Any alterations to the structural system or removal of any I IW component parts, or the addition of other construction materials or loads must be done under the advice and direction of a registered architect, civil DESIGN LOADING DRAWINGL* DE or structural engineer. The manufacturer will assume no responsibility for This structure is designed utilizing the loads indicated and applied by the any loads not indicated. FBC 14 CS-1 Drawings Cover Sheet This manufactured building is designed with the manufacturer's standard design CS-2W Fastener Schedule practices which are based on pertinent procedures and recommendations It is the contractor's responsibility to confirm that these loads El of the following organizations and codes : comply with the requirements of the local building department. Anchor Bolt Plan —American Institute of Steel Construction "Specification for the design fabrication and erection of structural steel for buildings" 14th edition. Specific loads (See structural calculations and foundation reactions.) E2 Anchor Bolt Details & Reactions —American Iron and Steel Institute "Specification for the design of cold 20.00 PSF Live Load `' E3 Rigid Frame Elevation formed steel structural members" current edition S100. "Structural APPROVED E4 Rigid Frame Elevation —American Welding Society Welding Code" AWS D1.1 Yes LL Reduction Allowed —Metal Building Manufacturers Association "Specification for the design 0 PSF Ground Snow Load E5 Sidewall Framing fabrication and erection of the structural system" most current edition. Material 1.00 Thermal Factor (Ct) 3 �,CS /C�'% ' E6 Endwall Framing properties of steel plate and sheet used in fabrication of E7 primary rigid frames and all primary structural framing members (other than 1 Snow Exposure Factor (Ce) Roof Framing & Sheeting cold —formed sections) conform to ASTM A-529 or A-572 all with a 157 MPH Wind Load Exposure B (If applicable) E8 Sidewall Sheeting minimum yield point of 55 KSI. Material properties of cold formed light gage steel members conform to the 2.000 PSF Dead Load (Metal Bldg. Weight — Purlins, Panels, Etc.) E9 Endwall Sheeting requirements of ASTM A-653, with a minimum yield point of 55 KSI 1 PSF Collateral Load (Ceilings, Sprinklers, Etc.) SCANNED E10/Ell Detail Drawings High strength bolts and their installation shall conform to ASTM specification II — NorinalRisk Cate o Is 1.0000 Ie 1.00 BY Category E12 Trim Drawings A-325 and are designed as bearing type connections with threads included in h, SEISMIC DATA — These Drawings are for the shear plane. All high strength bolts are to be installed to the "Snug —Tight" condition as defined by the RCSC Specification for Structural Joints Using A325 or A490 Bolts, 2004 Edtion, section 8.1, unless noted otherwise. Crane Building's "Turn ❑ Rigid Frame shall be installed in accordance with —of —Nut Pretensioning" 1) Mapped Spectral Acceleration for Short Period, Ss 0.06 Construction Approval per section 8.2.1. Bolts in standard holes do not require washers per section 6. 2) Site Coefficient, Fa 1,6000 ❑ Permit ❑ Anchor Bolts & Reactions All primary structural members except bolts and fasteners shall receive one coat of Iron Oxide inhibitive primer. 3) Seismic Design Category = A Shop and field inspections and associated fees are the responsibility of the 4) Seismic Coefficient = 0.06 Approval orders must be released for fabrication within thirty 30 days the drawings ( ) contractor, unless stipulated otherwise. 5) Site Class = D calendar after submittal Y Y 9 are issued or they will be subject to any current price CONTRACTOR RESPONSIBILITIES 6) Basic Structural System Seismic Resisting System increases. Special attention should be given in approving The contractor must secure all required approvals and permits from the and dimensions and/or details. Please verify requested appropriate agency as required. Ordinary Moment Frame of Steel dimensions by indicating OK'. Approval of the manufacturer's drawings and calculations indicate that 7) Frames: R = 3.5000 Building is manufactured by R&N MANUFACTURING. the manufacturer has correctly interpreted and applied the requirements 8) Analysis Procedure = Equivalent Lateral Force of the contract drawings and specifications. (AISC 303-10 Code of Standard Practice) Where discrepancies exist between the manufacturer's structural steel plans and the plans for other trades, the structural steel plans shall govern. DSN RA DWN SMM REV DRAWINGS COVER SHEET (Section 3.3 AISC 303-10 Code of Standard Practice) DIET: SWL CHK: ART REVISIONS Design considerations of any materials in the structure which are not \\\ieluiN0. DATEfurnished CUSTOMER bythe contractor than the the urer, are the '��i Brett Cannon engineers manufacturer's enoineelrin , unless indicated. g g g. Q': ' C�►d�' y /// The contractor is responsible for all erection of steel and associated work En ineerin Seal �\ Engineering �� la'•. / 6107 Spring Garden PI, FT. Pierce FL 34951 - in compliance with the manufacturers "For Construction" drawings. This certification covers % r P10. PE36a67 `� St. Lucie COUNTY Temporary supports, such as guys, braces, flashwork or other elements parts manufactured and required for the erection will be determined and furnished and installed by delivered by the the erector. (Section 7 AISC 303-10 Code of Standard Practice) manufacturer only, and a STATE OF j excludes parts such as � � Lincoln Steel Buildings g It is the contractors responsibility to apply or observe all pertinent safety doors, windows, foundation �% 0 400 Island Ave rules and regulations, as per OSHA standards as applicable. design andP gg erection of / 1 \ ding.leTforbuyer MCKees Rocks, PA 15136 The Contractor is responsible for the verification of all shipments received. "external" seresp Any damage or shortages must be noted on all copies of the bill ensuring all specified loads of lading and one copy is to be retained for your records. Failure to do so are in compliance with SCALE: DATE: JOB NO: SHT. NO: will make it impossible for the factory to honor any claim. NO EXCEPTIONS!!! regulatory authorities. PROFESSIONAL ENGINEER NOT TO SCALE 12/2/15 001550 CS-1 s' r R* M INSTALLATION OF AE FIRST ROOF PANEL (UNLESS NOTED ON DRAWINGS) FASTENER SCHEDULE DIE FORMED RIDGE RIDGE CAP PEAK PEAK SEE BUILDING ERECTION DRAWINGS FOR ACTUAL DIMENSION. EAVE STRUT 0 INTERMEDIATE �® GIRT BASE ANGLE) 0 GABLE INTERMED GIRT FASTENERS IOOR HEADER NING TRIM BASE TRIM TRIM E AS REQUIRED ON ERECTION DRAWINGS ROOF DOUBLE APE BY OTHERS) TRIM ��II . I � OUTSIDE CLOSURE SAVE STRUT �n��H� 'J��WALL PANEL SECTION AT EAVE INTERMEDIATE PURLIN EAVE STRUT EAVE STRUT INTERMEDIATE GIRT DETAIL: A #14 SELF —TAPPING ROOF FASTENERS DETAIL: B #14 SELF —TAPPING ROOF FASTENERS DETAIL: C 15" O.C. AT SIDE LAP 1 15" O.C. AT SIDE LAP #12 SELF —DRILL ROOF FASTENERS 6" O.C. #12 SELF —DRILL ROOF FASTENERS 6" O.C. (C)STITCH FASTENER #14x7/8" 12" ON CENTER DATE: 10/21 /08 AO FASTENER PATTERN ® FASTENER PATTERN DWG NO: AT BASE ANGLE, EAVE STRUT, RIDGE CAP AT INTERMEDIATE PURLIN OR GIRT OR LINER PANEL /"� C` _ 2W & INTERMEDIATE PANEL LAPS l� J VVYY 0 Dia= 1/2" 1 BACK SIDEWALL 4 40'-0" OUT —TO —OUT OF STEEL 1-8 E FO E Qti PC D J J Q 3 0 0 w w w t WI J Ir I B a ' No. PE3"(;7 STATE OF/ FRONT SIDEWALL ANCHOR BOLT PLAN NOTE: All Base Plates ® 100'-0" (U.N.) Lincoln Steel Buildings Customer. Brett Cannon McKess Rocks, PA 15136 FT. Pierce FL 34951 Drafter. SMM Date:11/25/15 Designer.RA Date:11/25/15 Detaller. SWL Date: 12 2 15 Sates ID: Factory ID: Checker. ART Date: 12 2 15 001550 ANCHOR BOLT PLAN Sht E7 of 12 !"1 J F V) O � o O r 0 0 M 2 3 13'-4" 13'-4" 13'-0" 1p'—p" 1'—g" Field Located Walkdoor ao+ 0 F F I D E E g F 0 I of i� N C F 2'-6" °° C A 2'-5" F p fa I I n N � I F , � D E E B ro 13'-0" 13'-4" 13'-4" 13'-4" A 9a g0 fOfO 'PDe" X% EW B r2' R0f of ,3 7 /q•, gO a EW C 2,5161 I25,Ir E )ETAIL F DIG= 1/2' 4' 2' DETAIL AT FIELD LOCATED FRAMED OPENING LOAD CASES WIND-1-1 = WIND LOAD FROM LEFT CASE 1 WIND-R1 = WIND LOAD FROM RIGHT CASE 1 WIND-LN7 = LONGITUDINAL WIND CASE 1 SEISMIC-L = SEISMIC LOAD FROM LEFT SEISMIC-R = SEISMIC LOAD FROM RIGHT SEISMICLN = LONGITUDINAL SEIMIC LOAD F1UNB-SL-L = FRAME 1 UNBALANCED SNOW LEFT SIDE F1UNB-SL-R = FRAME 1 UNBALANCED SNOW RIGHT SID FICRANE 1 = FRAME 1 CRANE LOAD IN POSITION 1 DRIFT = SNOW DRIFT LOAD SLIDE = SLIDE SNOW LOAD one are based on ou0ding dale: - 35 - 40 (ft) 14 .W / 20:12 (PSO- 2.000 Md((�p�{ Waved (psO p0.00 mph) I57 FRO 14 ne B - awed - Sdsmk - 1.00 � R (FFa Ss) 0.091 Load Combinotida DL+CL+(LL a SL) DL+CL+OBWL OL+LL+0.7 0. 8 N7.+0.75(LL a SL) DL+0.750.7 O.SDL+0(6S 0.75(LL a SL) NL o.6DL+0.7SEIS GENERAL NOTES 1. FOUNDATION DESIGN AND CONSTRUCTION ARE NOT THE RESPONSIBILITY OF THE BULDNG MANUFACTURER. 2. TINE BUILDING REACTION DATA, REPORTS THE LOADS WON THIS BUILDING PLACES ON THE FOUNDATION. 3. THE SPECIFIED ANCHOR BOLT DIAMETER ASSUMES ASTM A307. ANCHOR BOLT MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING THE STRENGTH REQUIREMENTS SET FORTH ON THESE DRAWINGS MAY BE UTIUZED AT THE DISCRETION OF THE FOUNDATION DESIGN ENGINEER. 44 r�F LINE RIGID FRAME: ANCHOR BOLTS k BASE PLATES LFM �M.-Solt ie LMe Oy b t WWN Lergth(filck (In)t 1 E 4 0.500 8.000 &000 0.375 0.0 1 A 4 0.500 &000 6`000 0.375 0.0 RIGID FRAME: ANCHOR BOLTS & BASE PLATES _. Frm Cot Mo.-Bdl Base 10. (F17 fk0.0 LE '• Line Une Oty Dla Width Length " (fn) 2• E 4 C. &000 10.DO 0375 0.0 2• A 4 0.500 &000 10.00 0.375 0.0 ��./�"" 2' Frane Ones: 2 3 °' RIGID FRAME: BASIC COLUMN REACTIONS (k ) ANCHOR BBOOLT EMBEDMQR L�ENGHBTTSH�LBE DETERMINED BY THE FOUNDATION ENGINEER. Frpme Cdumn----Decd----- C.I.t.1------LI•e-----Wmd-Left1- -Wind-Rkht1- --Wlndleft2- L'me Une Harts Vert Horiz Vert Horiz Vert Horiz Vat H«M Vert Horiz Vert S. ANCHOR BOLT PROJECTION ABOVE CONCRETE I E 0.1 0.5 0.0 0.1 0.8 2.3 -2.9 -5.3 0.6 -&1 -11 -&7 FINISHED SURFACE TO BE 3' UNLESS OTHERWISE I A -0.1 0.5 0.0 0.1 -0.8 23 -0.6 -3.1 2.9 -5.3 -0.4 -1.5 NOTED BY FOUNDATION DESIGNER. 2' E 0.2 0.8 0.1 0.2 1.1 3.4 -4.0 -7.9 0.9 -AH -4.3 -4.8 2e A -0.2 0.8 -0.1 0.2 -1.1 3.4 -0.9 -4.8 4.0 -7.9 -0.7 -1.6 6. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE OF +/- 1/8' IN ELEVATION Frame Co .-WfndJOM� a1 pno2 Vaerf --II d Verf -Sel Ie Left 5� le�i�t AND LOCATION. Line 1 Line HwM 4V Hated E 0.4 -1.5 0.3 -3.4 0.0 -2.9 0.0 0.0 0.0 OLD 7. THE ANCHOR BOLT LOCATIONS PROVIDED BY THE 1 A 3.1 -3.7 0.0 -2.9 -0.3 -34 0.0 0.0 0.0 0.0 METAL BUILDING MANUFACTURER MAY NOT 2• E 0.7 -1.8 0.5 -6.7 0.1 -5.7 0.0 0.0 0.0 0.0 SATISFY ANCHOR BOLT CONCRETE EDGE DISTANCE 2' A 4.3 -4.8 -0.1 -5.7 -0.5 -6.7 0.0 0.0 0.0 0.0 REQUIREMENTS DEPENDING ON THE DETAILS OF FOUNDATION DESIGN. IT IS THE RESPONSIBUTY 2• Prame 0nea: 2 3 OF THE FOUNDATION DESIGN ENGINEER TO MAKE SURE THAT SUFFICIENT CONCRETE EDGE DISTANCE IS PROVIDED IN THE FOUNDATION DESIGN. ENDWALL COLUMN: aAac COLUMN REACTIONS <k ) Wind Wmd Wmd Wmd Wmd Wfi Wmd Wmd We S. MINOR HELD WORK OF STRUCTURAL, SECONDARY Frm Cd Dead Cdlat LWe Leftt Rphtt LeR2 Rlght2 Press Suet Lany1 Lony2 Left SW AND PANEL/TRIN ITEMS MY BE NECESSARY TO ENSURE PROPER FIT. SUCH WORK R CONSIDERED Line 1 Line Vert Vert Vert Vat VM C 0.1 0.0 0.0 0.0 QO Vert 0.0 Vert D.0 H. -4.7 Hors Vert 5.1 QO Vert 0.0 Vert 0.0 A NORMAL PART OF METAL BUILDING ERECTION. 4 A 0.1 0.0 as -1.3 -0.8 -1.3 -0.8 -1.3 1.5 -1.4 -0.8 0.0 WE WILL NOT HONOR BACKCHARGES FOR MINOR 4 B 03 0.1 1.8 -3.8 -25 -3.8 -2.5 -2.7 3.0 -3.7 -2-3 0.0 FIELD WORK. 4 D 0.3 0.1 1.8 -2.5 -3.8 -7.5 -3.8 -2.7 30 -2.3 -3.7 0.0 4 E 0.1 ao 0.6 -GIB -1.3 -0.8 -1.3 -1.3 1.5 -0.8 -1.4 0.0 9. THIS DRAWING IS NOT TO SCALE Seie Frm Cot Right Line Lino vent BUILDING BRACING REACTIONS I C 0.0 d: Reeotkns (k) P-e ear 4 4 4 A 0.0 8 0.0 -Wdl - Col -Wind - -Sebnk - (IE ft) E 0.0 Lac Lke Une Hors Vert Hors Vert Wmd S.Not. I (N ENDWALL COLUMN: ANCHOR BOLTS @ BASE PLATES 1 B� 94 "�/�� Cd M.-Bolt Basa3lata PI.te (arl O(in)t E 2 (h)Rigid Frame at ended) \ ��\`1 LI' �\ F'1 �(�( ,/ / PO IK4 / R ��0 Une Une Line Oty Diu 8B 11i kk - - \�� �i��GEf11$F :� 1 4 C A 2 M500 2 0.500 &25D 6.000 &250 6.000 0.375 0.375 0.0 0.0 �� �`• j 4 B 2 0.500 3250 6.000 0.375 0.0 r • 4 D 2 0.500 3,250 6.000 0.375 0.0 r y0. PF3�67 •• * � r • 4 E 2 0.500 3.250 6.000 0.375 0.0 r 4 , • S � Uncoln Steel Buildings Customer. BreH Cannon McKees Rocks, PA 15136 FT. Plerce FL 34951 Drafter. SMM Date: 11/25/15 Designer:RA Date:11/25/15 Defaller. SWL Date: 12 2 15 Sales ID: Factory' ID: Checker. ART Date: 12 2 15 001550 ANCHOR BOLT DETAILS & REACTIONS Sht E2 of 12 1/2 RC RIGID FRAME ELEVATION: FRAME LINE 1 4 1 2"'L�, 12 �' \\ PpHIIGq� /i ;Y * ; No. PUP467 F 5747E OF l !c(OR10'* 1/2" Q2" RC RIGID FRAME ELEVATION: FRAME LINE 2 3 12 cews Ry oii' No. FF3l A67 � a � ST Gti' .)G � r� F-1 /- F-9 F-i 6" G-7 G-8 G-9 H1 G-7 G-8 G-9 Pi SA 1 RF1-1 GENERAL NOTES: MINOR FIELD WORK OF STRUCTURAL, SECONDARY AND PANEL/TRIM ITEMS MAY BE NECESSARY TO ENSURE PROPER FIT. SUCH WORK IS CONSIDERED A NORMAL PART OF METAL BUILDING ERECTION. WE WILL NOT HONOR BACKCHARGES FOR MINOR FIELD WORK. Milo RF2-1 SIDEWALL FRAMING: FRAME LINE A 10'-0" 1'-8" Field Located Walkdoor SIDEWALL FRAMING: FRAME LINE E EC-2 DJ-4 8x275C16 7'-1 1 DH-2 8x275C16 9'-11 DH-3 8x275C16 3'-3 1 E-1 8x275E16 12'-2 E-2 8x275E16 12'-6 E-3 8x275E16 12'-10 E-4 8x275E16 12'-10 G-7 8x25Z16 12'-2 G-8 8x25Z16 12'-6 G-9 8x25Z16 12'-10 G-10 18x25Z16 1 1'-3" a FRAME LINE j ❑ID MARK F 1 CLC3 3 2 CLCOOS 3 CLCO01 4 5 CLC302 CLC055055 6 CLCO25 7 CLC213 11 1 CLC062 9 CLC212 10 SA 6" 6" 6" ppHIKAR i 1J0. PE36A67 STATE OF / FCORI�P'\��� l McKees Rocks, PA 15136 1 FT. Pierce FL 34951 1 SMN Detoiler. SWL Role! 2 15 Sales ID: Factory ID: Checker. ART Date:12/2/15 001550 SIDEWALL FRAMING Sht E5 of 12 c i GENERAL NOTES: MINOR FIELD WORK OF STRUCTURAL, SECONDARY AND PANEL/TRIM ITEMS MAY BE NECESSARY TO ENSURE PROPER FIT. SUCH WORK IS CONSIDERED A NORMAL PART OF METAL BUILDING ERECTION. WE WILL NOT HONOR BACKCHARGES FOR MINOR 8 A325T 1/2'- 2" 12 A325T 1/2 2 6 A325T 1/2" 2" 4 A325T 1/2" 2" SA 4 I I FRAME LINEV1 & 4 MARK PART LENGT — _ — Z _ EC-1 EC-2 10x38C12 8x275C16 16 —1 12'-8 EC-3 8x275C13 14'-6 ER-1 8x275C16 17'-7 ®1 I G-1 G-2 G-3 G-41 I© ER-2 8x275C16 17'-7 ® DH-1 DH-1 ® I DJ-1 8x275C15 13'-8 DJ-2 DH-1 8x275C15 8x275C16 15-8 11'-11 cz Ds G-1 8x25Z16 1'-11" I I G-2 8x25Z16 1'-9" G-2 G-3 G-41 I® G-3 8x25Z16 2'-1" i o N rI�(61s 0 N n o n N 0 (D31rI� G-4 G-5 r-A 8x25Z16 8x25Z16 R..7ri71R 1'-11" 10'-3' 11'-7' 1�] ------ 1-" L-1------l---J EC-1 3'-0" I 12'-0" Ig'-6-122'-6-1 12'-0" �3'—' ENDWALL FRAMING: FRAME LINE 1 Q2" 8" SA ER�1 --\\,® ' ® G-5 G-6 G-5 *I I* a 2 D ® G-5 G-6 G-5 mI® IE G-5 G-6 G-5 ml I® M E1 Q I $A --------� --------- ----- I EC-2 EC-3 EC-3 - EC-2 ENDWALL FRAMING: FRAME LINE 4 LINE 1 ❑ID MARK F OID L4 1 CLCO 8 2 CLC083 3 CLC081 4 CLC056 5 CLC06262 6 CLC061 7 CLC054 8 CLC053 f 9 CLCO25 10 CLC122 11 SA 12 CLC089 12 \\\ NO PE3rA67 is = i STATE OF POORID - G,\�\ * — REVERSE CUP Customer. Drafter. Stets !ate:11/25/15 Deslgner.RA Date:11/25/15 Detailer. SWL Date:12 2 15 Sales ID: Factory ID: Checker. ART Date: 12 2 1s 001550 ENDWALL FRAMING Sht E6 of 12 MEMBER TABLE ROOF PLAN MARK IPART LENGTH P-1 8x25Z16 12 —2 5 8 1 4 P-2 8x25Z16 12'-6 5/8" 40'-0" OUT —TO —OUT OF STEEL P-3 8x25Z16 12'-10 13/16" 2 3 P-4 8x25Z16 12'-10 13/16" 13'-4" 13'-4" 13'-4" E-1 8x275E16 12-2 5/8" E-2 8x275E16 12'-6 5/8" g" 4"i E-3 8x275E16 12'-10 113/16" E-4 8x275E16 12'-10 13/16" CONNECTION PLATES E RF1-1 E-1 RF2-1 E-2 RF2-1 E-4 ROOF PLAN ❑ID I MARK PART 1 1 CLC055 P-1(Tvp) P-2 T TR1❑OO TR1❑00 TRO60 20'-3" E r I I I I I to 0 I 0 I 0 I 0 I 0 1 0 I 0 I 0 I 0 1 0 I 0 I 0 I o I 1 I� I I I I I (3) TRO01 ® 13'-8 1/2" 2'-0' LAP SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PBR - Sahara Tan (2) TR060 20'-3" I I of a E I I TR042 TR041 1 I I ry I I I O E o 0 0 0 0 0 0 0 to 0 �a0 I I I� a't && 1 I �� Trim_? I I I I I I I I O TRO01 © 1'-10" (2) TRO01 ® 14'-4 1/2" p^ LAP SIDEWALL SHEETING & TRIM: FRAME LINE E PANELS: 26 Ga. PBR - Sahara Tan TR100 t. Imo. rim_39 a_ O N y 0: 1 No. PEIRA67 i TRp 0 S1ATE nF I I !(]NA1_E� \\\\ rim_39 '(J�"I Ifj� TR042 @ 3'-10' i TR041 @ 3'-7' N N O CUM C)N 0 I I E I ^n ~ nn CL, CWW No Trim_t cN Kw H� TRIM DETAIL LAYOUT FOR 3'x7' WALKDOOR (1 REQ'D) DECAL TR11001 Joao iRoso_a )EFI 0 0TR042 TR042TR 441 TR041 ._ I E J o1 o j ao 11 I ~ av n n as a j orr sir 00 00 I Trim_? I I I O— TRO01 ® 3'-2" — — _ — — — _ _ — O TRO01 0 5'-0" 1'-0" _ — _ — _ — — _ — — TR001 2" LAP 17 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. PBR — Sahara Tan TR101L 0 TR060 TRGso — I I I I E I r LO I No pc-1r467 I STATF tF — c_0R1�P=\\\\ 1.-0" LAP (2) TRO01 017'-9 1/2" ENDWALL SHEETING & TRIM: FRAME LINE 4 GENERAL NOTES: PANELS: 26 Go. PBR —Sahara Tan . Lineoln Steel Buildings Customer. Brett Cannon McKees Rocks, PA 15136 Fr. Pierce FL 34951 MINOR FIELD WORK OF STRUCTURAL, SECONDARY Drafter. SMM Date:11/25/15 Designer.RA Date:11/25/15 AND PANEL/TRIM ITEMS MAY BE NECESSARY TO Detailer. SWl Date: t2 2 i5 Sales ID: Factory ID: ENSURE PROPER FIT. SUCH WORK IS CONSIDERED A NORMAL PART OF METAL BUILDING ERECTION. Checker. ART Date: 12 2 15 001550 WE WILL NOT HONOR BACKCHARGES FOR MINOR FIELD WORK. ENDWALL SHEETING Sht E9 of 12 WRL1N (2) tl12 % 1 12' CLC089 Y S.DS. PURLIN (IF REa�D.) A5$ PURL CLC089 (SEE RDDF 1/2�P % 2� SA 4' 4' 2 BOLTS - - - - - - 1/2'0 x 2' A325T BQ75 �4S 12 x 1 1/r BOLTS FOR L'�DCATD4S IF RE(MREp) �) p� CLC089 (SE ROOF CRANING PLAN FID( I ID 1/rm % r I �p3zsT BOLTS (TYP.)(U.NJ 2. SA A325T PI%iLIN 1' V2.0 % r A325T BELTS DOOR JAYS CLC062 LOCATIONS o Y CLC082 IF REauIREn>- I/2' 0.0055 0 -- � ENDVALL RAFTER o O p o O o 0 0 1' �— RID PLAN AN 1' �j �1 No. PE,1"F * = STATF Lincoln Steel Buildings Customer. Brett Cannon McKees FT. Pierce Drafter. Rocks, PA Date361/25/15 Designer.RAL 34951Date: 11/25/15 Detailer. SWL Date: 12 2 15 Sales ID: Factory ID: NOTES: 1.) ALL SCREWS ARE WITH WASHERS 1Y� Checker: ART Date:12 2 15 001550 UNLESS NOTED. DETAILS DRAWING Sht EIO of 12 FRAME IBD D WASHLOCATIENS 11 ER EAVE STRUT (2) 112 X 1 1/2' S.D.S.I6S (2) 4� % 1 Ile (2) 1/2'0 x 2' % r MAIN FRAME A325T ROLLER SiR A3 5T B A325T BOLTS COLUMN — — SA — — —EAVE — — — — — — — — — — ENDVALL FRAME EAVE STRUT HAIN FRAME 8� G02T EAVES7RU B' GIRT a)�,0XI-RAFTER RVP.)RAFTER A325TITSp )1(tARTER O O O AFTEARLO OCLC099_Vr0 O O I O O O O i p O % O I O CLCOSI 0`3J CLC083 QI.V DID 1/r0 X I A325T BEL VITH VASHER LLC300/CLC301 VITH — — ^� — — 1/Y0 % 2' — p A32W BELTS I CLCOBl I CLC093 I II I/r0 X 1 1/4' 1 i FINNECIC HILTS CLC3D3 WITH 1/2-0 X 1/4' FINN % 1 DOLTS I CLC302 WITH IleoFINN % 1 1/4' FINNECK BELTS �I CLCM A32ST BOLTS (TYP.) II p II AA32W BOLTS COLUMN SEE ANCHOR I iI CLCO55 ClIItNER COLUMN (SINGLE (SINGLE CEE. DOUBLE CED FOR DIMENSIDN MAIN FRAME u II MAIN FRAME SPACER PLATE (SINGLE CEE, DOUBLE CM V2'0 % 2- A325T BELTS211— ClgIBM FRAME ' J ` I Hl GIRT TO MAIN FRAME COLUMN 16 CORNER COLUMN TO ENDWALL RAFTER I6S CORNER COLUMN TO ENDWALL RAFTER 22 EAVE STRUT TO ENDWALL RIGID FRAME J3 EAVE STRUT T❑ MAIN FRAME I�1,L d 012%IV2• SAS. EACH END OF' SA FIELD LOCATE a DRILL 9/16.0 MOLES AS REWD Vx r0 1 1/4• x 1 I/ r 4• 2, %NNECK BOLT FINNEI/r0 BOLT CNUT EAVE STRUT FIELD CUT HEADER - LB$ I/r0 x e. WITH NUT VITH AROUND GIRT 7•-6' GIRT Z2.0 z 2• FIELD16-0 LOCATES DRILL 9/16'0 HOLES AS REa'D A325T BOLTS 1/r0 x r A325T BOLTS (TYP) (U.N.) FlELD CUT GIRT I CLCO25 A325T BOLTS CLC062 I CLCO25 CLC212 W.SJ — — — — — — CLC213 (F.S'J PURLIN CLCO25 COPE HEADER _ _ _\—FIELDFLAN LLCO25 FLANGE (AS REO`D) — — — _ — - 1/4' 1/2'0 x 2' A325T BOLTS CLC062 LO— — WAL1(DOOR HEADER II 1/4' - — — (TYPJ(U.NJ II II]/Fe DOOR HEADER I GAP ODOR HEADER GAP A DOOR HEADER NECK BOLTS DOOR JAMB GIRT I JAMB SUPPORT ANGLE I I I SA (FIELD MODIFY TO FIT) (4)1/ rb x I V4' CLC062 WO( JAMB DOOR JAMB A307 FIN NECK I I I 1/2.0 % r BOLTS DOOORR I I A325T BOLTS I JAMB (TYPJ DOOR JAMB L1 DOOR JAMB TO EAVE STRUT LB DOOR JAMB & HEADER TO WALL GIRT LB DOOR JAMB & HEADER TO WALL GIRT M1 DOOR HEADER TO DOOR JAMB M2 DOOR JAMB TO DOOR HEADER 1/2'0 x 2' A325T BOLTS — 0 0 0 1 MAIN FRAME RAFTER PEAK PLATE 0 0 a ° 0 o0DWLEC 0 o I ° RAF7ER HAUNCH PULE , 0\�o 1A3 5T e�Ts i o I RAFTERS \\\\:��GE�t3R 0 o WITH WASHERS (TYP.) ` : • i — DOUBLE C ! No. PEJRA67 1 COLUMN , ST L3TE CTF 611 MAIN FRAME COLUMN TO MAIN FRAME RAFTER U12 MAIN FRAME RAFTER PEAK CONNECTION Y /// cLOR1�P \� Q Uncoln Steel Buildings Customer. Brett Cannon MGKees Rocks, PA 15136 FT. Pierce Fl. 34951 Drafter. SLAM Date: 11/25/15 Designer. RA Date:11/25/15 Detailer. SWL Dote: 12 2 15 Sales ID: Factory ID: Checker. ART I Date: 12 2 15 001550 DETAILS DRAWING Sht E11 of 12 V 012 x 1 LY t12 X 1 1/Y SDS. RS875D DR RS200D SJLS. 814 X 7/Y SDS. TOP lV CLOSURE RAKE ANGLE tl'-0' Of..) tli? X 1 1/Y (SEE SHIPPING LIST) ROOF PANEL RS100 (I a- O.CJ TRIM TR ROOF PANEL VALL PANEL BASE ANGLE 3'�{ t12 X 1 I/2' HEADER I VALL PANEL S.AS F01810ATI@l D� J TR060 OUTSIDE CLOS INSIDE CLDS (BY QIHERS) TRo42 e Y JAMB 412 x l yr t1z x 1 yr L VALL P TR043 a 30' JAMB (Ir REa'W S•�• tl'-0' aG S.DS. (I'-0' 6CJ 812 x 1 ]/Y 014 x 7/ S.DS. INSIDE S.D.S. •4..• CLOSURE tl'-0' RG) t14 X 7/Y S.D.S T�1 A � TRIM TR040 TR042 a 8' FADER TRIM TR041 OUTSIDE CLOSU EAVE STRUT (1'-0' DC.) e12 X 1 1/Y SJ).S. 812 X 1 1/2' H.D.S. TR043 a 10' HEADER ypLL pAFL BASE NOTCH BY OTHERS, IAIST HE ADEQUATE tl'-0. 6G (� REO'L) VALL PANEL DETAIL TO SAFELY RESIST THE LOADS 1 1/r IN THE REACTION REPORT CIF APPLICABLE) T1 BASE TRIMSECTION Trim_1 DOOR JAMB TRIM Trim_2 HEADER TRIM Trim_14 EAVE TRIM SECTION Trim_35 RAKE TRIM SECTION I RDOF PANEL TRD80 RIDGE CAP TR060 ENDyAL PANEL cDRFR au z 7/9' S.D.S. TRI01 TRIM TR020 (t'-0' aCJ TR300 TR020 DECAL EIPJD EALLL SPANELLL SIDEVALL PANEL TR020 Trim_39 CORNER TRIM SECTION BUILDING CORNER DETAIL PEAK DETAIL \\\Q KA \ l Nale o. PE3ra67 S-In�E OF j ,� OLORIOP' ///��SS/�O�y;i �G\\\\ Lincoln Steel Buildings Customer. Brett Cannon " McKees Rocks, PA 15136 FT. Pierce FL 34951 Drafter. SMM Date: 11/25/15 Designer. RA Dote: 11/25/15 Detailer. SWL Date: 12 2 15 Sales ID: Factory ID: Checker. ART Date: 12 2 15 001550 TRIM DRAWINGS set E12 of 12 INSIDE CLOSURE Opening Design Pressures Plan Review Comment #1 Permit # 1601-0138 Brett Cannon 6107 Spring Garden PI Ft Pierce, FI 34951 THESE PLAINS AND ALL PROPOS51) WORK ARE SUBJECT PO ANY COnRECTION3 REOUIRED BY P1ELO INSPECMAS TmT LIAY BE NECMAW IN OMM TO CV- P►_Y WITH ALL APPLIMLE CODES. 1 rV � J U U kJ2 ou C o o N \\II111111 I1j ILAS U n U l o m �ORIDA `U t� ••'• o 49y • , ,' ass y L �. `.; ;r<7y 'jam .t7 }H"v' L' � ♦ n n 1. LL _ I BUILDING SPECIFICATIONS The manufacturer is not responsible for the concrete foundation design. The structure under this contract has been designed and detailed for the loads and conditions stipulated in the contract and shown on these drawings. Any alterations to the structural system_or removal of any component parts, or the addition of other construction materials or loads must be done under the advice and direction of a registered architect, civil or structural engineer. The manufacturer will assume no responsibility for any loads not indicated. This manufactured building Is designed with the manufacturers standard design practices which are based on pertinent procedures and recommendations of the following organizations and codes : -American Institute of Steel Construction "Specification for the design fabrication and erection of structural steel for buildings" 14th edition. -American Iron and Steel Institute "Specification for the design of cold formed steel structural members" current edition S100. -American Welding Society °Structural Welding Code° AWS D1.1 -Metal Building Manufacturers Association "Specification for the design fabrication and erection of the structural system" most current edition. Material properties of steel plate and sheet used in fabrication of primary rigid frames and all primary structural framing members (other than cold-fomied seations) conform to ASTM XM orA-572 all with a minimum yield point of 55 KSI. Material properties of cold formed light gage steel members conform to the requirements of ASTM A-653, with a minimum yield point of 55 KSI High strength bolts and their installation shall conform to ASTM specification A-325 and are designed as bearing type connections with threads included in the shear plane. All high strength bolts are to be installed to the "Snug:nght" condition as defined by the RCSC Specification for Structural Joints Using A325 or A490 Bolts, 2004 Edtion, section 8.1, unless noted otherwise. Crane Building's Rigid Frame shall be installed in accordance with "Tumof--Nut Pretenslontng' per section 82.1. Bolts in standard holes do not require washers per section 6. All primary structural members except bolts and fasteners shall receive one coat of iron Oxide inhibitive primer. Shop and field inspections and associated fees are the responsibility of the contractor, unless stipulated otherwise. CONTRACTOR RESPONSIBILITIES The contractor must secure all required approvals and permits from the appropriate agency as required. Approval of the manufacturers drawings and calculations indicate that the manufacturer has correctly interpreted and applied the requirements of the contract drawings and specifications. (AISC 303-10 Code of Standard Practice) Where discrepancies exist between the manufacturer's structural steel plans and the plans for other trades, the structural steel plans shall govern. (Section 3.3 AISC 303-10 Code of Standard Practice) Design considerations of any materials in the structure which are not furnished by the manufacturer, are the responsibility of the contractor and engineers other than the manufacturer's engineering, unless specifically indicated. The contractor Is responsible for all erection of steel and associated work in compliance with the manufacturer's "For Construction" drawings. Temporary supports, such as guys, braces, flashwork or other elements required for the erection will be determined and fumished and installed by the erector. (Section 7 AISC 303-10 Code of Standard Practice) It is the contractors responsibility to apply or observe all pertinent safety roles and regulations, as per OSHA standards as applicable. The Contractor is responsible for the verification of all shipments received. Any "extemai" damage or shortages must be noted on all copies of the bill of lading and one copy is to be retained for your records. Failure to do so will make it impossible for the factory to honor any claim. NO EXCEPTIONSM Lincoln Steel Buildings SC BY St. Lucie Couniv DESIGN LOADING DRAWING INDEX This structure is designed utilizing the loads Indicated and applied by the FBC 14 CS-1 Drawings Cover Sheet It is the contractor's responsibility to confirm that these loads comply with the requirements of the local building department. E1 Anchor Bolt Plan Specific loads: (See structural calculations and foundation reactions.) E2 Anchor Bolt Details & Reactions 20.00 PSF Live Load E3 Rigid Frame Elevation Yes LL Reduction Allowed E4 Sidewaii Framing 0 PSF Ground Snow Load E5 Endwall Framing 1.00 Thermal Factor (Ct) E6 Roof Framing 1 Snow Exposure Factor (Ce) E7 Sidewall Sheeting 157 MPH Wind Load Erposure (If applBable) E8 Endwall Sheeting 2.000 PSF Dead Load (Metal Bldg. Weight -Purltns, Panels, Etc.) � LE`�' COPY 1 PSF Collateral Load (Ceilings, Sprinlders, Etc.) FII - Normal Risk Category 1, 1.0000 Ia 1.00 SEISMIC DATA: These Drawings are for: 1) Mapped Spectral Acceleration for Short Period, Ss 0.06 ❑ Construction ❑ Approval* 2) Site Coefficient, Fa 1.6000 X Permit X Anchor Bolts & Reactions 3) Seismic Design Category = A 4) Seismic Coefficient = 0.06 ' Approval orders must be released for fabrication dra within thirty (30) calendar days slier the submittal drawings 5) Site Class = D are Issued or they will be subject to any current price Basic Structural S increases. Spacial attention should be given In approving 6 System and Seismic Resisting System dimensions andfor details. Please vertfyrequested Ordinary Moment Frame of Steel dimensions by Indicating'OK'. 7) Frames: R= 3.5000 8) Analysis Procedure = Equivalent Lateral Force euNfing L%mamrtacWred by RaN MANUFACTURING. DSN: DES DWN: DET REV: DRAWINGS COVER SHEET DET: JRB CHK: SDM REVISIONS NO. DATE CUSTOMER: ett Engineering Seal `P� eMRyi% 6107 Spring O Ga den PIFT. Pierce This certification covers No. PF_36d67 l St. Lucie COUNTY parts manufactured and it delivered by the e ; manufacturer only, and ; excludes parts such as 1 STATE OF Lincoln Steel Buildings doors, windows, foundations 400 island Ave design and erection of , ' P the bulldi The buyer \��\� (IMcKees Rocks, PA 15136 is responsible for '\ ensuring ails al 77�jl11t111\ are in complia withI*/,tt� \\ SCALE: DATE: JOB NO: SHT. NO: regulatory authorities. PROFESSIONAL ENGINEER NOT TO SCALE 12/ 4/15 CS-1 iIIIPWWWeen in .. y - ( •ii 7 ' — dI f r �119a99111° ,. _s r , f f r r r r � ' F I it r R d , ri f t o Dia= 1W .1 BACK SIDEWALL 4 40'-0° OUT-TO.OUT OF STEEL F�F1 r� � 13'-0" L COPY Field a 3Vr �F --', IFO- r F { 26116" 25116- 4 D LOAD CASES WIND_L7 = WIND LOAD FROM LEFT CASE 1 WIND_R7 = WIND LOAD FROM RIGHT CASE 1 W1ND_LN7 = LONGITUDINAL WIND CASE 1 SEISMIC L = SEISMIC LOAD FROM LEFT SEISMIC R =SEISMIC LOAD FROM RIGHT SEISMICLN = LONGITUDINAL SEIMIC LOAD F1UNB SL_L = FRAME 1 UNBALANCED SNOW LEFT SIDE F1UNB SL R = FRAME 1 UNBALANCED SNOW RIGHT SIDE FICRANE 1 = FRAME 1 CRANE LOAD IN POSITION 1 DRIFT =SNOW DRIFT LOAD SLIDE = SLIDE SNOW LOAD ev@Bnp aec0a.1 m0Asedan 9mfdbvd030eRp9 data Mdh (N =40 Eevee N(eg01(W =14f14 a urof2.P.12 GORaloreILOFOIWO = ROWLMioad • 20A0 Rmi3n0e LaN = D FBec 14 Whtl F�w0+ a SakMc alined S���yt•ypnl¢�1.ilm Se1m0a L�beiDf lFM .OA91 loan CoaOileYmre 0.aCLa(LLotSL) 0.aCLwAWt a1DL) M4CLw.T7SEBjJLw.T3(LL f«LLv5y 0060Lw�.6W0.&D amLw.mm GENERAL NOTES 1. FouxDATrox DEaIGn Axo coxDTaucrIDNARE NOT THE RESPON98O.1IY OF THE BNtDING MANUFAC1UREft 2 71@ BIBlDIN6 REAC1gN DATA, REPORTS THE LOA03 WXK311w30U6DIHGPtAGES ON THE FDuxonTrox. allla S14:cT mANCHOR POLY DNMeTERA53UME3 ASWMOT.ANGHORBOLTMATERMLOF E00.eI DtAMEIER 1'EEIMG ORE%CFEO010 THE SIRENOiN RYWEFM ATFORTHONTHE9EORAWOirS MAYBEUT612EDE0THEDISCRETIONOFTHE FOVNOATK)N DESIGN ENGINEER a.ANCHORBMTPRO.IEC NABOVECONCRETE FlN D SURFACE TO BE 3' 041E39 OTHERWISE K=0 BY Al DEEMNER E ANCHORS EOF- IWMECURATELYSETTD ma 1. ANCEOFaf--1IB-M ELEVATpN aNO LacgnoR T.1>ffANCHORBOLT LOGTIOHB PROV0IED eYINE a&TAL BVRDING MANUFACTURER MAY NDT SAn3FY ANCf {OR BOLT CONCRETE ®GE DISTANCE RE W IRENEMS DFPENDaG ON 111E DETA4.8 OF FOUNOAnON 0616N. R d THE RESPDNSel1TY OFTME FOUNDATION OESION ENOINEERTOAW� SUPETHATBVFFlCIEHTCONCRETEEDOEDI3TANCE ISPROVIDED 81111E FOUNDATION DESBN. B. MINOR REW W ORR OF UMCWRN_ SEPANDARY ANp PANE V IRai ITEALS MAY BE NECE88AR1' TO ENSURE PROPER RT.9UQ1 W01iK19CONCTX)N. ANORLNL PARE OF LETAL BUO.mNO ERECTION. WE WBLNOTNONOROACKC}WLGEA FO4tA1MOIt F&iD WORK. 9. TH16 DRAW BtlG 6 NDT l0 BCMB. T Reaapom R) -Wm - _ PaIIH_'U»a OY -wed --DeIRNc l®�'0a1 Lae llne We Has Vm 11aa Vm Min kh Nae 6V1 A 63 1 R EW 4 M 1 0 SW E 94 2 ppiydh ma.mem T- T IANJ UNE RIGIDFRAME: aNaroH eDLTsa BABE PIATl4 F. Cow Artc�Bap easaplalB W Gm t1Oe Lure Dry m V , T k pi - I E 4 DSW "00 8W0 oafs 98 1 A 4 EBOD 80DO GROB 0275 a0 RIGIDFRAME: ANGNoRe Tsa BAssPULTEs Fem OA �m L "m COPY Lure lNo Oq Om WidO. taa9W TMOR p'D r E 4 OSOO 8.000 JORD a3T5 OR r A 4 0540 8000 1= 0516 DA 2• Fnma Oma: 2 3 RIGIDFRAME: alslccoLUMNREAOnowck) F.. C*'n - w--GAataeF -Lbo--WNd_La41- 4YNd R�dt---WInIL1oR- tZ Ure Nartz wd Hula Ym HNH Vm HotlL VOR Naa Val -M= Vm 1 E 0.1 a6 a0 0.1 aB 22 -49 48 OR -3.1 -3.1 S.T 1 A 4.1 0.5 OR 0.1 RA 2A 4L6 4.1 28 48 -OA -15 r E 0,2 OA al 08 1.1 3A CA -TS OR 43 .43 44 r A R.2 OR -0.1 ag2 -1.1 3A 'DA 48 dA p42N 44T AA F.We O IH Uft Hmk-WkO- VaR Hvia - tlm Nah VY Ilo¢ -VM HORS 4M 1 E 9.4 -15 0,3 .3.4 0.9 2A DR OR 04 OA 1 A 3.1 -0.f 0.0 -2.9 48 .3.9 OR me OR a0 r E 0.7 .14 OR 41.7 0.1 ST OR 0.0 OR O0 r A 48 4 B -0 l -6.T AS AT 0.0 a0 0.0 OR r M. Boas 2 3 ENDWALL COLUMN: a4smc iBxREACTONep) MM li W WM Watl wain Ytold Mid WW Sab Fnn Crd Deaf Gaga• Ilro Lml RBMI Le32 ROE Rosa Sip Loe91 Lm,L Inll lYa Una Vm Vm Vert Vm Vm V.4 Vm Hors M. Ym Wd Vm 1 C 0.1 aG ME as O0 BE OA J7 El OR as OA 4 A al 0.0 0.6 -1.3 RE -IA 44 -1A 1.5 -fA 48 OR 4 B 08 D.1 1.5 43A 45 38 -25 -2T SD A.T -2A a0 4 0 03 0.1 IA 45 438 Rb 4-9 -27 a0 4A 4.7 H 4 E 0A 010 0.5 -OR 43 4A -1.3 42 1.5 42 AA OR 9 Fnn Lb ROM Na he Ym c as 4 4 A o 4 B R 4 D OR a0 4 E a0 ENDWALLCOLUMN: AHcxoneoLTsa aOSEPIATEs \\1111111111t \\ \\\�• ;AR•a Ra Dd AB. amW¢. TIC 2 =0 3W P1 L�m0.0O0p01B mlmmdc OR .A\ fO 4 A 2 0500 3NERGO a36 00 c`GEN3•ZI + a z os3300 s9DD oAs a9R 4 D 2 0800 3350 Ba6n OAfB OR 4 E 2 QB00 ]Y50 eA00 0A oA No. FE36ag7 ` STATE OF e � �' c�ORIOP \ev\\N M_= RoDIIB,PA'16138 Fi PIeIm FL34S6f DlafleT: DET DatiX 1214M5 De3tgnaz: DES Date: 12f4M6 138120er. JRB Date: 12f4116 gales lD; Factory 51; Chedwr: SDM Data: 1TI4MS 0015550 ANCHOR BOLT DETAILS $ REACTIONS I SME 2 of 9 RC ,z:�T2° 12 9TA TE OF % ' ORIOP;, l �'1i� ���►nnn���� Q2• 12 RC RIGID FRAME ELEVATION: FRAME LINE 2 3 �F SE-1 E-2 I E-3 1 El: 1 t t G-9 G-10 G-11 fis 6 s a G-9 G-10 G-11 9 5 4 8 Tt _ _ _ _ _ - _ _ - 2 2 !8iJ u RF1-1 RF2-1 RF2-1 EC-2 SIDEWALL FRAMING: FRAME LINE A I im # 15, i� SIDEWALL FRAMING: FRAME LINE E z 122 SA SA -� E6 - - - - - - -- C — +�3 01 C EC-1 IT-9- t 12'-T la?'-6' 12'-6° I ,2'-0° _I Y-0° _ ENDWALL FRAMING: FRAME LINE 1 Q2° --I ENDWALL FRAMING: FRAME LINE 4 aI 141 NOR 30,1/1 • No. PE36467 ` STATE OF � , c� 9 w n I 1-l' oc4 c DMA 4 c_a Dr, F-d S P-1 5 19 5 P-2(T R) 5 P RF7-2 03 RF_2-2 RF2-2 ER-2 1 3 M 3 3 3 11 3 A 21 721 9 4 4 741 4 4 P-1(TYP) FI-1 a P-2(TYP) 91 3 P-4(T9P) 3 1-3 3 F2-2 F pffF2-2 ER-1- rn 3 3 3 5 5 5 5 Kt1-1 t-1 nrz-I C-L ROOF FRAMING PLAN Rr<-1 C-3 RC B (15) \\\\\\\`Pop�Y/,// No. PE36467 STATE OF ' ROOF ,c' 'cLOR1OP'- SHEETING - /jC/eS/ONA1.E PANELS: 28 Ga PBR ()"��� GalvalumelPlatn � l TR067 9 $ 9 R 9 $ 9 4 4 4 $ 3 I I 14 9 I' I I 1 I I I TR001 SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Ga. PBR - Sahara Tan TR067 io e� Fn I I I I $ 9 $ 9 $ $ $ 9 14 4 '- — -- — — ----I-- I I I 0 TR001 SIDEWALL SHEETING & TRIM: FRAME LINE E PANELS: 26 Ga. PBR -Sahara Tan NY#�t Y3S aa°s� �„�� day �'�•` I1K1A1��®� No. PE36467 ` STATE OF Pt ORI'D DECAL:1'-W TR101 : 1'-4' ' PADS -9O1156 80:1TiT-91116" a Ra I I I I I FI �I I I I I I I — — — — — — — — — — — — — — — — -- I� o TROD1:20'3" ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Ga. PBR - Sahara Tan a GENERAL NOTES: MINOR FIELD WORK OF STRUCTURAL, SECONDARY AND PANELITRIM ITEMS MAY BE NECESSARY TO ENSURE PROPER FIT. SUCH WORK IS CONSIDERED A NORMAL PART OF METAL BUILDING ERECTION. WE WILL NOT HONOR BACKCHARGES FOR MINOR FIELD WORK. DECAL: 1'-0' TR1 01 :P-4• O TRO60. 171-91/10' Tpp80:5T — TR001:20'3° ENDWALL SHEETING & TRIM: FRAME LINE 4 PANELS: 26 Ga. PBR - Sahara Tan oWillfill No. PE36467 STATE OF ,L\ F� OR1 zlC)�`/,/ ON110l�r\\\� Lincoln Stool BuBdlrW Customer Brea Damon Mdom Rodin, PA 15168 FT. Place FL=51 DreBa: DET Dale: 11/4N5 Da$9ner. DES Data IV415 Detaller. JRB Data: 17/4H5 Selm D. Faday l0: 001550 Checker. SDM Date: 12f4H5 ENDWALL FRAMING SM E 9 OF 9