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HomeMy WebLinkAboutPLANS 1 - 21-00717 - Metal Office Building Vet ClinicCUSTOMER INFORMATION CUSTOMER NAME: ADDRESS: PROJECT NAME: PROJECT LOCATION GENERAL NOTES 1. MATERIALS IRON MAN ENTERPRISES, LLC. 4168 EAST 600 NORTH RIGBY, ID 83442 CHR REXBURG, ID STRUCTURAL STEEL PLATE FLANGE MATERIAL COLD FORMED LIGHT GAUGE SHAPES STRUCTURAL CABLES HOT ROLLED MILL SHAPE HOLLOW STRUCTURAL SECTIONS PBR36 ROOF AND WALL PANELS STANDING SEAM ROOF BOLTS BOLTS 2. DESIGN ASTM DESIGNATION A529 OR A572 OR A1011SS GRADE 55 A529 GRADE 55 A1011SS GRADE 55 A475 GRADE EHS A992 GRADE 50 A500 GRADE B A653 OR A792 GRADE 80 A653 OR A792 GRADE 50 A325 A325 GRADE 5 GRADE 5 A. ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBER ARE DESIGNED IN ACCORDANCE WITH THE AISC 360-16 "SPECIFICATIONS FOR THE DESIGN, FABRICATING AND ERECTION OF STRUCTURAL STEEL BUILDING", ALLOWABLE STRESS DESIGN. B. ALL COLD FORMED MEMBERS ARE DESIGNED IN ACCORDANCE WITH AISI SIOO-16 "SPECIFICATIONS FOR DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS". C. ALL WELDING OF STRUCTURAL STEEL IS BASED ON AWSD1.1 2017 "STRUCTURAL WELDING CODE". 3. HIGH STRENGTH BOLT CONNECTIONS: ALL HIGH STRENGTH BOLTS ARE TYPE ASTM A325 AND ARE TO BE INSTALLED ACCORDING TO THE "SNUG -TIGHT" CONDITIONS AS DEFINED BY THE, RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS, UNLESS NOTED OTHERWISE. ALSO, NOTE THAT BOLTS IN STANDARD HOLES DO NOT REQUIRE WASHERS PER THE, RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS, SECTION 6 (REFERENCE STEEL CONSTRUCTION AISC MANUAL 360-16) 4. A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTED CONNECTIONS ARE SUBJECT TO AXIAL TENSION AND OR SLIP CRITICAL. AS SUCH THE BOLTS MUST BE FULLY PRE -TENSIONED AND INSPECTED IN ACCORDANCE WITH THE AISC 360-16 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 BOLTS AND THE APPLICABLE BUILDING CODE. WASHERS ARE NOT REQUIRED WHEN THE "TURN OF THE NUT" TIGHTENING PROCEDURE IS USED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE PROPER BOLT TIGHTNESS. 6. BUILDER / CONTRACTOR RESPONSIBILITIES R & M STEEL COMPANY STANDARD PRODUCT SPECIFICATIONS APPLY AND R & M STEEL COMPANY DESIGN, FABRICATION, QUALITY CONTROL STANDARDS AND TOLERANCE WILL GOVERN. IN CASE OF DISCREPANCIES BETWEEN R & M STEEL COMPANY'S PLANS AND PLANS FOR OTHER TRADES R & M STEEL PLANS SHALL GOVERN. (SECTION 3.3 AISC 303-16 CODE OF STANDARD PRACTICES.) IT IS THE RESPONSIBILITY OF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY, STATE OR FEDERAL AGENCIES AS REQUIRED. APPROVAL OF R & M STEEL COMPANY'S DRAWINGS CONSTITUTES THE BUILDER / CONTRACTOR'S ACCEPTANCE OF R & M STEEL COMPANY'S INTERPRETATION OF THE PURCHASE ORDER. (SECTION 4.2.1 AISC 303.16 CODE OF STANDARD PRACTICES.) THE BUILDER / CONTRACTOR OR A/E FIRM IS RESPONSIBLE FOR THE OVERALL PROJECT. ALL INTERFACE AND COMPATIBILITY CONCERNING ANY MATERIAL NOT FURNISHED BY R & M STEEL COMPANY ARE TO BE CONSIDERED AND COORDINATED BY THE BUILDER / CONTRACTOR OR A/E FIRM UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER. R & M STEEL COMPANY ASSUMPTIONS WILL GOVERN. THE BUILDER / CONTRACTORS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL BUILDING COMPONENTS IN ACCORDANCE WITH R & M STEEL COMPANY'S BUILDING "FOR CONSTRUCTION" DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESPONSIBILITY OF THE ERECTOR TO DETERMINE, FURNISH AND INSTALL. (SECTION 7.9.1 AISC 303.16 CODE OF STANDARD PRACTICES.) BUILDING LOADS / DESCRIPTION: WIDTH: 50 LENGTH: 100 HEIGHT: 20 120 ROOF PITCH: 2.0:12 12.002 THIS STRUCTURE THE LOADS ANAPPLIED IS Y�1 THE CONTRACTOR EM BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIR4ENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD: 2.60 PSF (ROOF PANELS & PURLINS) COLLATERAL LOAD: 3.00 PSF ROOF LIVE LOAD: 20.00 PSF GROUND SNOW LOAD: (Po) 50.00 PSF ROOF SNOW LOAD: (Pf) 35.00 PSF BASIC WIND SPEED: 105 MPH SEISMIC COEFFICIENT: 0.549 IMPORTANCE FACTORS: WIND LOAD: 100 SNOW LOAD: 1.00 SEISMIC: 100 COLOR: ROOF COLOR WALL PANELS: COLOR: WALL COLOR TRIM COLORS: GABLE: TRIM COLOR EAVE: TRIM COLOR CORNER: TRIM COLOR DOOR & WINDOW: TRIM COLOR GUTTER: - DOWNSPOUTS: - BASE (OPTIONAL): WALL COLOR 8" JAMB/HEAD: TRIM COLOR SOFFIT PANEL: GABLE EXT: EAVE EXT: CANOPY: LINER PANEL: LEFT : RIGHT: FRONT: BACK : ROOF : 5. STRUCTURAL PRIMER THE DESIGN OF THE ANCHOR BOLT EMBEDDMENT LENGTH IS THE RESPONSIBILITY OF THE FOUNDATION ALL STRUCTURAL MEMBERS WILL BE GIVEN ONE COAT OF MANUFACTURER'S DESIGN ENGINEER. THE LENGTH PROVIDED BY R & M W STANDARD RUST -INHIBITIVE PRIMER MEETING THE PERFORMANCE REQUIREMENTS STEEL IS AN ESTIMATED LENGTH AND SHOULD BEOF TT-P-6645. THIS IS NOT A FINISH COAT AND IS NOT INTENDED FOR PROLONGED ADJUSTED ACCORDING TO THE FOUNDATION DESIGN.EXPOSURE TO THE ELEMENTS. REFERENCE AISC 360-16, CODE OF STANDARD a ra PRACTICE SECTION 6.5.1-6.5.4. Pf=0.7CeCtIPg Ce = 1 Ct = LO I =1 Fig = 50.0 PSF Pf = 35.0 PSF UNBALANCED LOAD = 51.5 PSF EARTHQUAKE DESIGN DATA: INPUT. Occupancy Category: If - Normal Seismic Importance Factor. 1.00 Mapped Response Short), Ss: 0.36 Mapped Response t sec.), S1: 0.14 Site Class: all - Default RESULT: Seismic Design Category, SDC: D Basic Seismic -Force -Resisting Systems: OCBF, OMF Analysis Procedure Used: Equivalent Lateral FORCE: Site Coeff Shorf), Fa: 1.5088 Site Coeff 1 sec.), Fv: 2.3180 Max. Design Response (Short), Sms: 0.55 Max. Design Respansa SI sec.), Smi: 0.326E Design Response (Short, Sds: 0.37 Design Response (1 sec.}, Sdt: 0.22 Approx. Period Moment), To: 0.3330 APprox. Period Broce), To: 0,2037 Rigid Frame Deflection Limit (Sets): 65 Wind Bent Deflection Limit (Sets): 65 DES_CALC: Seismic Forces: Roof Bracingg: Endwall Bracing: End Plates, Frame: R = 3.2500 R = 3.2500 R = 3.5000 Rho = 1.3000 Omega= 2.0000 Omega= 3.0000 Cs = 0.113 Cs = 0.113 Sidewall Bracing: Rigid Frames: R = 3.2500 R = 3.50 Omega= 2.0000 Rho = 1.3000 Cs = 0.113 Cs = 0.105 Total Base Shear: Longitudinal Force, V = 8.93 k Transverse Force, V = 8.48 k ?345 (A� iT T GOLU1N UK RIGID FRAME: MAX" REACTIONS, ANCHOR BOLTS, & BASE PLATES THE VERTICAL COMPONENT OF BRACING REACTION IS INCUUDED IN VERTICAL REACTIONS. Column-Reaciions(k ) Frm Col Una Load thnaz V Id H Vmar Load Hmin V Boff(in) Base-Pial in)Lim Id H Vmtn Oy Dio Wift h Thick 2s 0 1 8.9 21.1 2 -3.0 -1.9 4 0.750 6.D00 8563 0.500 4 0.3 -4.0 T A 3 3.0 -1.9 1 -8.9 21.1 4 0.750 6.000 &563 0500 1 -8.9 21.1 5 -03 -4.0 T From Hne= 2 3 4 5 RIGID FRAME: BASH: COUONN REACTIONS (k ) From Cohmm ----Dead-----Convteral- ----- Um- ------- Smw----Wkd UfII_-WLrrd_Rlah}I- Une Line Hartz Vert Horiz Vwt Haiz Vert Hon& Vert Hodz Vert Horiz Vert 2s D 0.8 2.1 0.7 1.5 43 10.0 74 17.5 -5.5 -8.5 1.2 -4.6 2e A -0.8 2.1 -0.7 15 -4.3 10.0 -75 17.5 -12 -4.6 5.5 -8.5 From Column--Wbd_Leff2--Wtrd_R4ht2- --Wind-Longt- --Windlong2--Seismic-Leff Seismic -Right Lim Line Hortz Vert Hartz Vert Horiz Vert Hartz Vert Horiz Vert Horiz Vert 2s D -5.8 -5.2 0.8 -1.4 -0.2 -8.7 -0.7 -7.6 -1.1 -0.8 1.1 0.8 2s A -09 -1.4 5.8 -52 0.7 -7.6 02 -83 -1.1 0.8 1.1 -0.8 Frame Column -Seismic Jong-MN_SNOW-- FIUNB-SL L- F1UN6-SL-R- Line Lim Horiz Vert Horiz Vert Wz Vert Hartz Vert 2s 0 0.0 -2.5 4.3 10.0 6.2 172 62 9.3 2s A 0.0 -2.5 -4.3 10.0 -6.2 9.8 -62 17.2 2s Frame Fines: 2 3 4 5 BUILDING BRACING REACTIONS -Wall - i Raactions(k PonelShear Coi Loc Lim Um -Wind - ;2.h Horn Vat No - fib/ff) Hon Vert Win s L-M I DC 1.0 1.4 0.5 0.7 B,A 1.0 1.4 0.5 0.7 F_SW A 2,3 2.0 1.7 22 1.9 4.5 2.0 1.7 22 1.9 R-EW 6 A68 1.0 1.4 0.5 0.7 C,D 1.0 1.4 0.5 0.7 B-SW D 5,4 2.0 1.7 2.2 1.9 3,2 2.0 1.7 22 1.9 ENDWALL COLUMN: BASIC COLUMN RFACnONS (k ) Fnn Line Col Une Dead Vert Collet Vert Um Vert Snow Vert Wind_Laff1 Non Vert Wind_Rightt Haz Vert Wind-Leff2 Hors Vert Wird_Nght2 W rat Press I D 0.4 0.3 1.7 3.1 -1.0 -2.5 0.0 0.7 -1.0 -19 Rua 0.0 Vert 12 Hon -1.1 I C 0.7 05 33 5.8 0.0 -2.7 1.0 -4.1 19 -1.6 1.0 -3.0 -2.8 1 B &7 0.5 33 5.8 -1.0 -4.1 0.0 -2.7 -1.0 -3.0 0.0 -I.6 -28 1 A 0.4 0.3 1.7 3.1 0.0 0.7 1.0 -25 0.0 12 1.0 -19 -1.1 Wind Fro, Lim Cat Lim Smf Hon Wind_Lorgl Fbrz Vert Wind_Lin92 Hors Vert Seis_Leff Hors Verl Sets Bight Hors Vert -MR„SNOW-- Horn Vert E1UN8_M_L- 1 D 13 0.0 -1.2 -02 -12 -0.7 -0.9 0.0 1.1 09 1.7 Ran 0.0 Yerf 2.1 1 C 3.0 O2 -3.9 0.0 -2.0 D.0 0.9 0.7 -1.1 O.D 33 0.0 8.2 1 8 3.0 0.0 -2.0 -02 -3.9 -&7 -1.1 0.0 0.9 0.0 33 0.0 3.0 I A 1.3 02 -1.2 0.0 -12 0.0 1.1 0.7 -0.9 0.0 1.7 0.0 0.4 I'm Col Et UN$-SI`R- Lim Line Horz Vert I D 0.0 0.4 1 C 0.0 3.0 1 B 0.0 82 1 A 0.0 2.1 Fn Col Dead Colbt the Snow Wbd_Leftt Wid_Rightl Wmd_Left2 Wind_Ri*2 Wind Press Linee Una Vert Vert Vert Vert Hon Vert Ran Vert Non Vert Non Vert Horn 6 A 0.4 0.3 l.7 3.1 -1.0 -25 0.0 0.7 -1.0 -1.9 0.0 12 -1.1 Grout 6 8 0.7 OS 33 5.8 0.0 -2.7 1.0 -4.1 0.0 -1.6 1.0 _&O -2.8 (in) 6 6 C D 0.7 0.4 0.5 0.3 3.3 1.7 5.8 3.1 -1.0 -4.1 0.0 0.7 0.0 1.0 -2.7 -25 -1.0 O.0 -3.0 12 0.0 1.0 -1.6 -1.9 -ZB -1.1 120 Wind 12.0 I m Cal Sect VfirdjImagi Wind -Long Seis_Leff Sei$-Right -MIN_SNOV- E2UN9_SL-L- Um Una Fors Non Vert Fort Vert Horn Vert Nan Vert Ran Vert Hon Vert 6 A 13 0.0 -12 -02 -12 -0.7 -09 0.0 1.1 0.0 1.7 0.0 2.1 6 B 3.0 0.2 -3.9 0.0 -2.0 0.0 0.9 0.7 -1.1 0.0 3.3 0.0 82 6 6 C D 3.D 1.3 0.0 0.2 -2.0 -1.2 -02 0.0 -39 -1.2 -0.7 -1.1 0.0 1.1 0.0 0.7 D.9 -0.9 0.0 0.0 33 I.7 0.0 0.0 10 0.4 I'm Col E2UNB_SL R- Une Una Horn Vert 6 A 0.0 OA 6 B 0.0 &0 6 C 0.0 82 6 D 0.0 2.1 ENDWALL COLUMN: MAYAWN REACTIONS, ANCHOR BOOS, t BASE PLATES Column-ReocBor*k ) FM Cot Load Hmax V Load Win V Doff(in) Bose_ m) Grout Lim Um Id H Ymax Id H Vmin Oy Di0 Width Le h Thick (in) 1 D 6 0.8 -13 7 -0.7 -0.6 4 0.750 6.500 6.ODO 0250 12.0 1 C 1 0.0 8 15 3.7 -1.9 6 7 OE -1.7 -1.3 -1.9 4 0.750 &500 6.000 0250 In 9 0.0 9.6 8 19 -1.9 1 B 6 1.8 -19 10 -1.7 -1.9 4 0.750 6500 6.000 0250 129 11 0.0 9.6 6 1.8 -1.9 1 A 8 0.8 -1.3 10 -0.7 -0.6 4 0.750 6.500 5.000 0250 12.0 1 0.0 33 8 0.8 -1.3 6 A 6 0.8 -1.3 7 -0.7 -0.6 4 0.750 &500 6.000 0250 12.0 1 0.0 3.7 6 0.9 -1.3 6 B 8 1.8 -1.9 7 -1.7 -1.9 4 0.750 6.SDO 6.000 0250 12.0 12 0.0 9.6 8 1.8 -1.9 5 C 6 1.8 -1.9 10 -1.7 -1.9 4 0.750 6.500 6.000 0.250 12.0 13 0.0 9.6 6 1.8 -1.9 6 D 8 0.8 -13 10 -OJ -0.6 4 0.750 6.500 6.000 0250 12.0 1 0.0 3.7 8 0.8 -1.3 NOTES FOR REACTIONS I. Aq IomRng conditions am examined and only, mavmum/minimum H or V and the corresponding H or V am reported. 2. PoWm reactions am as shown in the sketch. Foundation bads an in apposite directions. 3. Bracing reactions are in the plane of the trace with the H painting away from The braced bay. The vertical reaction Is downward. 4. Binding reactions ore based on the following building dab: Vfdth (I) = 50.0 Ears It♦(I f (0) = 290/ 20.0 Roof Slope doe/p1s2f) 2.0 2.0 Un Load (Po t(Pwi ))f % ( = 20.0 Ground Snow LoadRoof Snow Load I(Pai ) LPt1Pg) = 35.0 Wind Speed (mph) = 105.0 Wind_ es - C 18 Closed/Open = C importance Wind = 1.00 Importance Seismic = 1.00 seismic zone = 0 Sehmk Coeff (Foss:) = 0.55 5. Loading conditions am: 1 Dead+Coibtaral+Smw+9be_Snow 2 0.6Dwd+0.6W1nd_Left2 3 D.6Deod+0.6WNndJ8gt12 4 0.6Dead+O.6Vnnd_LorglL 5 0.6Dead+0.6Wmd_Lang2L 6 0.6Dead+0.611find- aN1+0.6WimI_Sucson 7 0.6Deod+0.6rfiMJ'reuum+0.6vmd_Log1L 8 0.6Dead+0.6111rl&.Bightl+0.611find-Suction 9 De0d+CoNat"+EIUNB_5LL 10 0.6Dead+0.6WOd Pressum+0.611lind-Long2L It Deod+Cos*nl+EIUNB_SL_R 12 Dead+Collalaml+E2UR9_SL_L 13 Dead+CoOabraI+F2UNB_SLR ANCHOR BOLT SUMMARY No Praj 0tr Locate (in) Type (in) O 8 Jamb 1/2� GM 1.00 lg 32 EndwaO 3/4- OR36 2.00 H 32 Frame 3/Y GR36 2.00 Pf=0.7CeCtIPg Ce = 1 Ct = 1.0 I =1 Pg = 50.0 PSF Pf = 35.0 PSF UNBALANCED LOAD = 51.5 PSF P vF0 rf OF \OP �� JUN 7 2021 R & M STEEL COMPANY Coldw.11. IdaO. ho 63506 IRON MAN ENTERPRISES, LLC. I PE CHR I L OF.Z0 COMPONENTS AND CLADDING Unfoctored 5'-0" 90'-0" 5' 0" be Memr Panel O Id Pressure Suction Pressure Suction 1 16.00 -16.00 16.00 -19.48 2 16.00 -23.84 16.00 -57.64 3 16.00 -35.84 16.00 -68.30 4 16.00 -17.44 19.56 -21.08 5 16.00 -18.66 19.56 -26.08 6 16.00 -17.40 19.60 -26.10 7 16.00 -18.62 19.60 -26.10 9p,—pn 6 M M fp O DO O n O O 1 O m 1 OD m M I M � iO O o A A 1 a � 4 vFQs TF OF \OP��c��= F��AN V . \-P� JUN 7 2021 R & M STEEL COMPANY PANEL ZONE LAYOUT P.O. Box 580 C01dwtll, WaM 83606 2a6-.g.-,6aa Fax 208-454-1 B01 SCAB: JOB LOCATION (Wind Pressures, Unfactored (psf)) REVISION GATE: 6/ 2/21 REXBURG, ID �,,„N B, IRON MAN ENTERPRISES, LLC. PE CHR j UM ER or 2- © O7 ----------------------------------------------------------- O O O O O O O O O O O 90'-0" O 5'-D" © O7 m 0 z B g�011-0* 1 1/2' xPANE. 100'-0' OVERHEAD DOOR OPENING CONCRETE DETAIL B C A oD Dq —1 1 /2" 1 s,—o' 1 1/2" x 1 1/2"-4 ELEV. = 101'-0" B - - PANEL NOTCH ii ai HOOK BAR 1 1/2" x 1 1/2" ELEY. = 101'-0" n . u r ELEV. i = 700'-0" PANEL NO CH `i i 'i P _ ORIII s G ., L J. •LLJ-..S 11 LI _� o 100'-G" GRADE ..... .......... ao i m E 9 9 1 2" c ^'c d GRADE N L = ANCHOR BOLT ANCHOR BOLT CONCRETE STEMWALL DETAIL W/ PANEL NOTCH CONCRETE STEMWALL DETAIL W/ PANEL NOTCH o -ENDWALL- -SIDEWALL- B g a a 1 ¢ m x n C C C A .. f, . ANCHOR BOLT PLAN NOTE: All Base Plates 0 101'-0" (U.N.) X—Bracing O Dia= 1/2" 0 Dia= 3/4" Die= 3/4' T— WI F - DETAIL A Base EL 101'-0" N \ N Y W DETAIL B Base EL 101'-0' DI 3/4" 1 ao I 4' 1 2' 1 1/2' 1 1/2b 8" 1 1/2 See Plan DETAIL C Base EL 101'-0" Dia= See Plan DETAIL D Base EL. 101'-0" a 4 � vFQ� TE OF 1H V. JUN 7 2021 R & M STEEL COMPANY Caldw�H. IO. daho 83606 208-454-1800 Fax 208-454-1801 SCALE: JOB LOCATION REVISION DATE: 6/ 2/21 REXBURG, ID 0"WH BY IRON MAN ENTERPRISES, LLC. PE CHR T OF 2 0 SPLICE PLATE & BOLT TABLE 0 Mark Top got Int Type SP-1 4 4 0 A325 SP-2 4 4 0 A325 FLANGE BRACES: Both Sides(U.N.) FBxxD(1) D — L2x2x14 0.750 2.50 0.750 2.00 Q2.000 12 Width 2'-7 1 1'-6 1 1 MEMBE Mark RFI-1-1 RF1-2 RCAP 10 11/16" 10 11/16" RIGID FRAME ELEVATION: FRAME LINE 2 3 4 5 O X 1/4 x ZZU. 6 x 3/8" x 34.2 6x 1/4"x91.9 2.000L�,, 12 5 x 5/15- x 197. 6 x 5/16" x 96.7 �O L 0 a 4' -10 vFO� TEOF\OP�olc� H V . \-P� JUN 7 2021 R & M STEEL COMPANY P.O.11.e h 560 a4-IS 1, Idaho 8-454 208-454-7800 far 206-4S4-f 697 SCALE: JOB LOCATION REVISION 2 oaTc: 6/ 21 REXBURG, ID MWx BY IRON MAN ENTERPRISES, L.L.C. PE CHR b off G` 1 4" 1 4^ 1 4" 1/4" 3 IV 3 16 1 4" 3 16" N 1 4^ 1 4" 3 16 1 4 " 5 16" 3/16 5/16" RF1-1 1 4" 1/43/16^ 3 16" 3 16 54" 3/16 1 4" 1/4 R F 1-2 \0 L SE a 4 � vFO� jE OF 0P�o5�= F�7q H V . V JUN 7 2021 R & M STEEL COMPANY CakwsliO W 8 63ws 296—�St—I800 F. 208—A54-180, SCALE: wrE:s z z, REV SIGN REXBURG ID IRON MAN oRAwR er ENTERPRISES, LLC. PE CHR 7 arLf3 12 BOLTS 1 P2" x 1" (TYP) PURLIN TEK SCREW 4 BOLTS j TEKSCREW 1!2 x 1 (TYP) @ EA. PURLIN ROOF 2,� RA20 PURLINF'- IW ENDWALL 4, i -' J----------------- RAFTER IUD r I FLANGE BRDG ANGLE " R G RT 1" x 1" L � I BRACE ��, (L1"xi') :(D BRIDGING ANGLE , ROOF IZ AS SHOWN I PURLIN ROOF PURLIN EAVE '.� STRUT iU iZ Ic) u CC iw ENDWALL _ USE (1) TEK SCREWAT in w COLUMN ENDWALL j RAFTER 1/2" NOTCH BRIDGING ANGLE BOTTOM BRDG. ANGLE -- TO EA. EAVE STRUT& CLEARANCE @ PURLIN BOTTOM FLANGE. PURLIN. 4' 4 NOTCH BRIDGING ANGLE LOCATE CLIP BETWEEN E A3 ROOF PURLIN TO STEEL LINE ENDWALL RAFTER BOTTOM ROOF PURLIN B RIDGING BRDG. ANGLE B1 FOR SAVER @ GIRT FLANGE. WALL GIRT BRIDGING FOR B2 'C' COLUMN WEBS ENDWALL COLUMN B4 ENERGY INSULATION ENERGY SAVER INSULATION TO ENDWALL RAFTER 4 BOLTS 1/2" x 1" (TYP) BOLTS 1/2" x 1" (TYP) 6 BOLTS 4 BOLTS 4 BOLTS ENDWALL GIRT 1/2 x 1 (TYP) CORNER COLUMN 112" x 1" (TYP) 1/2" x 1" (TYP) COLUMN LL / ASSEMBLY UMN EW COLUMN ENDWALL RAFTER LS (DOUBLE 'C') L4x2x7-3l8 i CA52 wl (2) #12 m x 1"TEKS CA52 ENDWALL CA52 4fC'A'3 GIRT S ENDWALL �cN -CA3 ENDWALL <> DOUBLE'C GIRT ANCHORANCHOR COLUMN ENDWALCOLUMN L BOLTSIDEWALLGIRT I OJ I B% ENDWALL COLUMN DOUBLE'C' ENDWALL COLUMN TO ENDWALL RAFTER C2 TO WALL GIRT @CORNER COLUMN TO WALL GIRT E1 EW COLUMN BASE PLATE @EW COLUMN BASE PLATE I 1 j SEE ENDWALL DRAWING I FOR BOLT DIA AND TYPE. ENDWALL RAFTER \0 O I � � � I 4 � f cl' O c� qH V. RAFTER JUN 7 2021 SPLICE PLATES R & M STEEL COMPANY P.O. Box SBO F12ENDWALL RAFTER SPLICE Caldnall, tdoho 83606 0� a3a-7800 fox 206-454-1601 SCALE-. JOB I.00A REVSION AT RIDGE OATE:6/2/Rf REXBURG, ID URFYlN 6, IRON MAN ENTERPRISES, LLC. PE CHR or L 0 _—.. -- — -- -- — --- - — — --- 6 BOLTS 6 BOLTS 2 BOLTS 4 BOLTS 4 BOLTS 1!2" x 1" (TYP) I ROOF 1/2" x 1" (TYP} 1!2" x 1" {TYP) 1/2" x 1 1/2" (TYP.) TEKSCREW t�„ tl2" x t 12" (TYP)� PURLINS RIGID FLANGE DOOR FLANGE JAMB BRACE FRAME (AS REQ'D) RIGID BRACE FRAME (FIELD FIT 'g2" 4 EAVE STRUT I ® COLUMN COLUMN AS REQ'D) RA20 ® „ EAVE ® RIGID FRAME _ CA52 STRUT D RAFTER RAFTER a= FLANGE BRACE ® FLATHEAD e BOLTS RIGID FRAME SIDEWALL GIRTS (2)1/2" x 1" r ENDWALL 4" 1/4" RAFTER COLUMN D in Clearance RF RAFTER SIDEWALL ` D GIRT rL STEEL ROOF PURLIN TO INTERIOR G1 RIGID FRAME RAFTER H2 SIDEWALL GIRT TO Fi3 SIDEWALL GIRT TO INTERIOR LINE EAVE STRUT TO RIGID FRAME J2 INTERIOR FRAME COLUMN FRAME COLUMN & DOOR JAMBS EAVE STRUT TO ENDWALL RAFTER @ INTERIOR BAYS 4 BOLTS 1/2" x 1" (TYP) EAVE STRUT 6 BOLTS 1/2" x 1" (TYP} NN OUT TEK SCREW @. 2'-0" O.C. (TYP) EAVE STRUT f 5/8" E.H.S. CABLE WITH 1 114" EYEBOLT 1/2" E.H.S. CABLE WITH 7/8" EYEBOLT JAMB BLOCKING in 318" E.H.S. CABLE WITH 314" EYEBOLT 5/16" E.H.S. CABLE WITH 518" EYEBOLT 12 " I 2 DH WA iR CA7 TSMC 114E.H.S. CABLE WITH 1/2" EYEBOLT X-BRACE CABLE 6 - TEKS w; (FIELD FIT) FIELD CUT a, CA2T 2 - CAZ �; i &BRACE GRIP & DRILL CA7 2 -TEK SCREW 6- TEKPS7 (TYP-) -j; w, 1 1 5116' ) (TYWALL �, HILLSIDE AS WASHER GIRT GIRT SECTION NUT EYEBOLT DOOR DOOR JAMB SLOT IN WEB TO EAVE STRUT q2T CA2T j JAMB ELEVATION OR JAMB BLOCKING 1'-0" GONG. ', ' FLAT INSERTHILLSIDE WASHER STEMWALL - CA2 W_ALL_GIRT m -' CA2 WASHER&EYEBOLT COLUMN OR L4 DOOR JAMB TO EAVE STRUT L6 JAMB BLOCKING TO WALL GIRT & DOOR JAMB �� WALK DOOR F.O. DETAIL RAFTER WEB Q2 X BRACE CABLE & EYEBOLT 2 m A2 DH - i A2 CA2 \O i ' A52 BOLTS P 1/2" x 1 m ) CA5 S O�� E �� i� 3 CL 4 I A52 NOTE: USE SINGLETSMC CA5 j FORDOORVUDTHSUPTO AND INCLUDING 19'-(7' FQ� JfOFtOP�Oc��� I o �P� CA2A-4 CA2A-4 fi V . ALL W HNOTE. �LASE JUN72021 1P2" x 1" FNOTELATHEAD BOLTS i 1' 0 CONC 'W R & M STEEL COMPANY .STEMi1ALL CaidwP.O.l Box no 83606 M2 S.S.O.H. DOOR DETAIL UDB-454-t800 Fox 208-454-1801 SCA E JOB LOCH REV510N DATE; 6/2/2. REXBURG, ID IRON MAN ENTERPRISES, LLC. DB " BY PE CHR Q oFZD I _ _ CONCRETE FOUNDATION BY OTHERS, MUST BE ADEQUATE CORNER COLUMN TO SAFELY RESIST THE LOADS IN THE REACTION REPORT, 1. FIELD CUT X-BRACE THRU GIRTS (AS REQ'D). i ENDWALL COLUMN X-BRACE 2. FIELD CUT X-BRACE TO LENGTH (AS REQ'D). ENDWALL (DOUBLE'C') CABLE WALL PANEL 3. FIELD FIT AND DRILL GIRTS AS CORNER RAFTER X-BRACE & BRACE COLUMN (AS REQ'D). CABLE GRIP 4. FIELD LOCATE WALK DOORS, WINDOWS, & BRACE 2 -CA3 ° AND LOUVERS (AS REQ'D). GRIP �' BASE ° 5. FIELD FIT WINDSTRUT (AS REQ'D). 11 4 2-CA3 "" 0 CHANNEL (BC_) 6. FIELD CUT 3'4'ELEV. GIRT AND TEK TO EYEBOLT ® ® e 81/4" WALK DOOR JAMB. ® 7. FIELD FIT FLANGE BRACES AS REQ'D. X-BRACE CABLE & BRACE GRIP 8. LAP BRIDGE ANGLE 1", USE (2)12-14 x V TEKS. I CONCRETE CONCRETE 9. LAP RAKE ANGLE 1", USE (2) 12-14x1"TEKS. NUTHILLSIDE CONCRETE 3HXA ANCHOR STEMWALL i I FLAT WASHER BOLT PANELNOTCH WASHER X-ANGLE 3HXA ANCHOR BOLT 11/2"x1112" INSIDE BASETRIM Q4 3NXA & 2 -CA3 ENDWALL Q5 @ 3HXA & 2 CA3 ENDWALL Q8 °@ CLOSURE (BT2) T2 SECTION THRU WALL PANEL DIAGONAL CABLE, EYEBOLT END COLUMN COLUMN AND CONCRETE FOUNDATION Y1 FIELD NOTES FORMAT IS BDDxWTHH 4 BOLTS 1l2" x 1" (TYP) 8" ROOF 2 BOLTS PURLIN 112 x 1" (TYP.) TEK SCREW 6 BOLTS ROOF 1/2" x i" (TYP) PURLINS 6 BOLTS 1/2" x 1" (TYP) SSC wi (4) B = 3 PLATE BUILT UP SECTION. DO = WEB DEPTH IN INCHES. PURLIN @ EA. PURLIN RIGID TEK SCREWS W = FLANGE WIDTH IN INCHES. 4 -TEKS 2^ �20 RF RAFTER ; -(_," FRAME (TYP) (6=6', 8=8", 0=10", 2=12") (TYP ) 4' ffi COLUMN I T =FLANGE THICKNESS IN 1116" INCH UNITS- 4-BOLT CLIP w/ (I (3=3/16", 4=1/4", 5=5/16', 6=318", 8=1/2", :; ",� 6"x7"x.180" SIMPLE SAVER,;, " r j 0=518", 2=3/4") GUSSET CLIP I FLANGE NH = WEB THICKNESS IN DECIMAL INCH UNITS. BRACE (14=.1495, 17=.1793, 25=.2500, 31=.3125) 9 FLANGE ®' (AS REUD) c i BRACE j RAFTER FLANGE ® SIDEWALL GIRTS ENDWALL SSC w/ (4) ffi BRACE _ ENDWALL RAFTER 112" TEK SCREWS RAFTER CLEARANCE j 4` IT' (TYP) Y2 BUILT-UP NOTES ARC$ OPTIONAL: SIMPLE SAVER CLIP STEEL LINE OPTIONAL: SIMPLE SAVER CLIP OPTIONAL: SIMPLE SAVER CLIP I ANTI -ROLL CLIP DETAIL ROOF PURLIN TO EW RAFTER ROOF PURLIN TO RF RAFTER SIDEWALL GIRT TO RF COLUMN COLUMN FRAME COLUMN FLANGE BRACE 4-TEK ��. E �� j (FIELD FIT) SCREW (TYP.) SSC a DOOR � 4 JAMB I ---- -- o - o CA52 v s O FOB T E O F " o A H V . �P SIDEWALL BOLTS(-YP.) JUN72011 GIRT 2-1/2"x1" I OPTIONAL: SIMPLE SAVER CLIP R & M STEEL COMPANY P.O. B.x m SIDEWALL GIRT TO Coldwdl, Id.M 93606 206-454-ISM Fnx 20e-454-1601 REXBURG, ID xensmN COLUMN & DOOR JAMB oACTEE-E /2 2/ M" 6Y IRON MAN ENTERPRISES, LLC. PE CHR i CI ov l C ---------------- MEMBER TABLE ROOF PLAN MARK PART I LENGTH P-1 8x25Z12 23 —4 1 2 P-2 8x25Z14 26'—i 1/4" P-3 8x25Zt5 25'-4 1 2 E-1 82x5E24 19'-11 1/2" E-2 82x5E24 19'-11 1/2" E-3 82x5E24 19'-11 1/2" CB-4 1/4EHS 23'-0" 1 6 CB-5 1 4EHS 27'-0" 100'-O" OUT -TO -OUT OF STEEL 2 3 4 5 20'-0" 201-0" 20'-0" 20'-0" 20'-0" a4� D E-1 RFt-1 €-2 RF7-1 E-2 RFt-1 E-2 RFi-1 E-3 71 cal I� wl Iw 1 ! I I i I I I I I I I I I t i I I I oL tC-1 RF1-1 RFi-1 RFt-1 o 12'-8" 6'-4" GIRT ms 1 _+ " 11_4; LAPS 1 -a" i _q T1,-q" SIDEWALL FRAMING: GRID D o� EC-1 RFt-1 I3 Dj 16'-0" GIRT LAPS +a• RF1-1 RF1-i 1 -4" 1 -4v SIDEWALL FRAMING: GRID A RF1i-1 EC-1 _F1_ i6'-0" f3'-O.1� 1'-4 t- RF1-1 EC-i DJ-2 8x25Ci6 16,-0" DH-2 8x25Ci6 16'-0" DH-3 8x25U14 6'-4" E-1 82x5E24 19'-11 1/2" E-2 82x5E24 19'-11 1/2" E-3 82x5E24 19'-ii 1/2" G-3 8x25Zi6 2'-8" G-4 8x25Zi6 21'-4" G-5 8x25Zi6 22'-0' G-6 8x25Zi6 22'-8" G-7 8x25Zi6 22'-8" G-8 8x25Zi6 21'-4" CB-3 5/16EHS 26'-0' JB-1 8x25C16 2'-5 1/4" BC-3 8x25Ci6 2'-8" BC-4 8x25Ci6 0'-8" BC-5 8x25C16 20'-0" 2 CA2 3 CA5 4 CA2 5 SWC 6 CA7 LASPER . , FRAME i r E �_ vF0 jE OF \OP L F��gHV.�P JUN 7 2021 R & M STEEL COMPANY IRON MAN ENTERPRISES, LLC CHR mi BOLT TABLE GRID 1 Sc 6 LOCATION UAN TYPE DIA LENGTH A 50'-0" OUT -TO -OUT OF STEEL D Columns Rat 4 GR25 4 2' 1"MEM3 d B C MEMBER& TABU Q2.000 8" 14 -4" 20'-0" 14'-4" 8" 2.0001� MARK I PART I LENGTH 12 1 12 EC-1 8x25C16 17 -9 i 4 EC-2 D8x5C14 20'-1 7/8' 1 A3 B4 ER-1 W8x10 25'-4 1/8" ERI Fg D 8JD EI1* ER-1* W8x10 25'-4 1/8" B7 DJ-1 8x25C16 6'-6" RAC— I 1--__Rg2D DH-1 8x25U14 3'-4" I 1 — G-1 8x25Z16 13'-8" 1 1 G-2 8x25Z16 19'-4" Da 7. 5 G-1 1 G-2 I G-1 5 CD-1 1/4EHS 23'-0' o 4 d a 1 1 a d 4 103 CB-2 1/4EHS 22'-0' I BC-i 8x 5C16 13'-8" I 1 B2 I j BC-2 8x25C16 19'-4" Lu G-1 1 G-2 1 —i q5 o- 3 4 a 4 1 ® 4 a 3 FLANGE BRACE TABLE o Di I CZ 1 I Di 0101D MARK 6 LENGTH G-2 G-1 5 1 FB1D 1 -4 3 d 3 ❑ `0, 41 a BRDG ©DH 1 6 ® < 0 C,�` a 3 CONNECTION PLATES E)GRID 1 do 6 i `� ANGLE r I T2 E2 I ❑ID MARK PART t-- BC-i — —_ DS BC-2— M^ _ —7-- BC_1 —— t I 1 CA3 2 A3 EC-1 EC-2 EC-2 EC-1 5 SA 8'-4" I3'-4j 8'-4" j 6 CA7 ENDWALL FRAMING: GRID 6 50'-0" OUT —TO —OUT OF STEEL A Q2.000 18"[1-C B 14'-4" 20'-0" 14'-4" 8' 2.00OLL,, 12 1 12 ERI1 A3 BA FB1D ER-1* rs—�-- I INSTALL ENDWALL FLANC,E BRACE B7 ARCS ARCS I - RA20_ M 5 04 G-1 G-2 G-i Ill co\0 L o 4 4, I 1 ®® 4 Io F, E U' Q) 5 G-1 I ez G-2 i G-i 1150 a o 3 1 4Q <® I I 4® 4 13 4. b I DI C2 I I DY 5 1G-1 I G-2 3 FAJ <� 4 4 4 3 �Q TE OF SOP' BRDG ANGLE `0. cA�J i l�J I BC-1 t Q5 T2 BC-2 BC-1 JUN 7 2021 t t 1 - M7 1 ------ - EC-1 EC-2 EC-2 EC-1 R & M STEEL COMPANY c..p.o. no 5aD 83606 5'-10" 3'-4 5'-10" ( 208-454-1800 Fm 208-a54-1801 SCALE: J09 LOCA ION REVISION DATE: 6/ 2/21 REXBURG,. ID ENDWALL FRAMING: GRID 1 IRON MAN ENTERPRISES, LLC. PEA CHR � 3 aF ZG' Roof Insulation : (R-35) Energy Saver w/ Thermal Block Wall Insulation : (R-30) Energy Saver 2w 12 T 2w� — __— — _ — 12 12 12 --- — — _ NOTE: — — — — — — — ROOF: REFERENCE ENERGY SAVER INSTALLATION MANUAL. 1NALL: REFERENCE ENERGY SAVER INSTALLATION MANUAL. I I I i I I I I I I ENDWALL INSULATION: GRID 1 I I ENDWALL INSULATION: GRID 6 INSULATION: R-30 ENERGY SAVER INSULATION: R-30 ENERGY SAVER r- I � t I r ---I I I I I I I I I I I I I 1 I I SIDEWALL INSULATION: GRID I D I INSULATION: R-30 ENERGY SAVER L vFO� TEOF r I -� I q H V I I JUN 7 2021 I I I I I R & 1d STEEL COMPANY — — — — — — ——— .•..- - � •. SIDEWALL INSULATION: GRID ,. •• . A AL Caldwell, l�0390 83606 208-4U-1800 rax 208-454-1801 SCALE: JOB LOCATION IQN DATE: 6/ 2 21 REXBURG, ID REVIS INSULATION: R-30 ENERGY SAVER D " 6Y IRON MAN ENTERPRISES, L.L.C. I PE CHR (y Or ZC' INSULATION CEILING FABRIC LONGITUDINAL - ROOF STRAP TRANSVERSE STRAP - HIGH TACK SEALANT - WALL FABRIC EAVE LINE VERTICAL WALL #14 x 7/8 STITCH TEK @ 12" O.C. S-188 END CAP—\ RAKE FASCIA (S-188) RA2 #14 x 718 STITCH TEK @ 12" O.C. INSULATION INSULATION -' ROOF STRAP CEILING FABRIC TRANSVERSESTRAP \ HIGH TACK SEALANT 1 LONGITUDINAL EAVE LINE STRAP / GIRT / VERTICAL 1 WALL STRAP WALL BASE CHANNEL PURLIN CONC. PANEL F STEMWALL OUTSIDE CLOSURE \- CEILING FABRIC WALL PANEL TRANSVERSE CEILING STRAP s xr x ENDWALL RAFTER s xr �; r WALL FABRIC VERTICAL WALL STRAP ENDWALL INSULATION DETAIL ROOF PANEL THERMAL BLOCK EAVE INSULATION DETAIL THERMAL BLOCK WALLPANEL ROOF Roof Insulation : (R-35) Energy Saver w! Thermal Block Wall Insulation: (R-30) Energy Saver NOTE: REFERENCE: ENERGY SAVER ROOF INSTALLATION MANUAL. REFERENCE: ENERGY SAVER WALL INSTALLATION MANUAL. THERMAL BREAK TRANSVERSE �f INSULATION' TAPE STRAPPING CEILING FABRIC LONGITUDINAL STRAPPING INSULATION DETAIL @ ROOF ENERGY SAVER INSIDE CLOSURE BASE TRIM (BT2) JUN 7 2021 R 8 M STEEL COMPANY POEBos Sip Ca1N211, Iaho Bio"OB SOBi50.1000 Faz 200-{3F1001 SCALE: JOB LOCATION REMION DATE &M REXBURG, ID DRA'AN BY IRON MAN ENTERPRISES, LLC. PE D�WNG NUMSER CHR IS- OF 0 NOTE ROOF PANEL O.H. EAVE 7 (EAVE TRIM) t x 7/8 STITCH TEK 12" O.C. TSIDE CLOSURE ROOF PANEL ----MASTIC t INSIDE CLOSURE MASTIC EAVE STRUT C. (TYP.) CLOSURE TRIM S-17 EAVE TRIM DETAIL & WALL STITCH TEK LAYOUT MASTIC #14 x 7/8 STITCH TEK @ 12" O.C. S-188 END CAP ROOF PANEL RAKE FASCIA (S-188) PURLIN RA20 FLANGE BRACE (IF APPLICABLE) ENDWALL RAFTER WALL PANEL INSIDE CLOSURE TEK & STITCH SCREWS (SEE PANEL FASTENER DETAIL) BASE TRIM (6T2) BASE DETAIL x 7/8 STITCH TEK @ 12" O.C. DE CLOSURE PANEL RAKE TRIM DETAIL BASE CHANNEL (ANCHORED TO FLOOR) u CONCRETE STEMWALL TYPICAL TEK SPACING FOR HIGH RIB PANELS NOTE: ALIGN ROOF PANEL HI -RIBS WITH WALL PANEL HI -RIBS. #14 x 7/8 STITCH TEK (STRUCTURAL) #12 TEK 12" O.C. (TYP.) t I. TYPICAL SPACING AT INTERMEDIATE PURLINS & GIRTS. #14 x 718 STITCH TEK (STRUCTURAL) #12 TEK II. TYPICAL SPACING AT PANEL ENDS 1) TYPICAL SPACING AT EAVE STRUT. 2) TYPICAL SPACING AT RIDGE CAP. 3) TYPICAL SPACING AT BASE CHANNEL. 4) TYPICAL SPACING AT RAKE ANGLE. 5) TYPICAL SPACING AT PANEL LAP. TYPICAL SIDE LAP STITCH TEK SPACING 2'-0" O.C. (TYP) t t t t t t III. TYPICAL STITCH TEK SPACING (SIDE LAP ONLY) PEAK BOX S-188 RAKE TRIM , S-188 RAKE TRIM M1g410iTia CALDWELL, ID. NOTE. PEAK BOX DETAIL 1) MITER S-188 RAKE TRIM @ PEAK & SEAL. 2) INSTALL PEAKBOX & SEAL. 3) MITER S-188 AND S-17 @ CORNERS & SEAL. DIE FORMED RIDGE 2 - ROWS MASTIC 2 - ROWS MASTIC @ LAP @ LAP ROOFPPNE` ROOApANE( DIE FORMED RIDGE CAP DETAIL POP RIVET RAKE & EAVE TOGETHER HERE S-188 END CAP (FIELD CUT & BEND) RAKE I S-188 END CAP (FIELD CUT & BEND) EAVE FASCIA (S-17 or 5-23) DO NOT CUT HORIZONTAL EDGE (NEED EDGE TO POP RIVET TO RAKE) CUT ON DOTTED LINE :I I� 2-3/4" MITER DETAIL: EAVE-TO-RAKE STITCH TEK STITCH TEK 1-ROW 1-ROW @ 2'-0" O.C. @ 2'-0° O.C.f MASTIC MASTIC ROOF PANEL ROOF PANEL MASTIC DETAIL @ ROOF PANELS ONLY JUN 7 2021 R & M STEEL COMPANY In IRON MAN ENTERPRISES, LLC. I PE CHR 16 OF POP RIVET 2'-0" O.C. 8-HEAD @ OVERHEAD DOOR WALL PANEL INSIDE CLOSURE STRUCT.TEK 1'-0" O.C. TRIM NOTE: FIELD NOTCH PANEL AND SLIDE HEADER TRIM BEHIND PANEL AS REQ. CAULKING (BY OTHERS) HEADER TRIM DETAIL - I MUST TERMINATE @ VALLEY HEADER 3" TO 6" TRIM 3" TO 6" JAMB STIFFENER JAMB TRIM ---------- F.F. DOOR TRIM DETAIL TRIM POP RIVET 2'-0" O.C. JAMB STIFFENER STRUCT.TEK 2'-0" Q.C. POP RIVET 2'-0" O.C. 8-JAMB @ OVERHEAD DOOR WALL PANEL JAMB TRIM DETAIL JUN 7 2021 R 8 M STEEL COMPANY ffo IRON MAN ENTERPRISES, LLC. lA CHR OF 2- TRIM TABLE FRAME LINE A & D 6 Q Q Q L'J aD MARK LENGTH T 1 S-11 19'-0' O4 2 BT2 5'-0° 3 BT2 28'-0" 4 S-17 26'-0' 5 8-JAMB 13'-0' 6 JMBTRM 13'-V 7 JMBSTF 13'-6' 8 8-HEAD 16'-0* 9 HEDTRM 17'-0" 10 JMBTRM 7'-4" 11 JMBSTF 7'-4' O12 HEDTRM 7'-6" 1 O Li SIDEWALL SHEETING: GRID D PANELS: 26 Go. PBR - WALL COLOR Q 0 \0 C O O r 4 vFOs Tf OF \OP��c��� —---`--------- Li JUN 7 2021 SIDEWALL SHEETING: GRID A R & M STEEL COMPANY PANELS: 26 Ga. PBR -WALL COLOR P.O. Box seo CaldwNl, Idaho 83606 208-454-1800 Fax 203-454-1801 SCALE: JOB LOCATION REV751OIi DATE: 6/ z�z1 REXBURG, ID DOWN BY IRON MAN ENTERPRISES, LLC. PE CHR 1g o LO I I z z I I i in �n in i in i in it i 'i 'i 011 b1 0> i oe i c, i o� i c, i c1 i a� i i i '01 i i i i aA i i i i c, i vs oa i a> i a i i i i i I ( I 1 6 5 ii 10 12 i i I s1 i i i i i _' _' _' _I -' _I -I _' -1 _' ^I _1 si -i _I _I -' ^' _, ^I -' _I _' -I _' _I I 1 I I ;_i 9 B c+ � 5 w m -aA I o+ oa o1 c1 0> w m os m m a� o, o� 'a1 "v1 0+ vs a -a+ w I I I i I Q2.000 0 ,2 O � o 0 0 0 - - - - - ❑ I I I I 1 I I , N Irn I I� I I I a I< 7I I I e I ENDWALL SHEETING: GRID 6 PANELS: 26 Go. PBR — WALL COLOR Q2.00012 O 0 � 0 _ O I I I I I I I I I I I I ENDWALL SHEETING: GRID 1 PANELS: 26 Go. PBR — WALL COLOR 2.000 ,2 2.000L�, 12 FASTENER TABLE SCREW SPACE 0 ID PART (in) 1 112S 12.0 2 112S 6.0 go,-00 — — D— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — D M op tO O O 00 io ro IZ) Qz 0- 4 A L5--0- 9o'-V OF 5'-0" (D V\\ �6) PANEL ZONE LAYOUT JUN 7 2021 (Minimum Fastener Spacing) R & M STEEL COMPANY P.O. a.. UD 0 .11, ldoF. $3606 208-454-1800 F— 208-454-1801 SCALE: DATE, 6/2/21--�'REXOB REVMON 'BURG, ]a *mo" oll" oy IRON MAN ENTERPRISES, LLC. PE IC R 0 0, LD 2- 0 OF O O O O O O