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HomeMy WebLinkAboutPLANS - 21-00285 - 2907 Mendoza Dr - Mendoza shopR & M STEEL CO?tfPANY R & M STEEL COMPANY P.O. Box 580 Caldwell, Idaho 83606 Phone: 1-208-454-1800 Toll Free: 1-866-454-1800 STEEL BUILDING SYSTEMS Fax: 1-208-454-1801 Toll Free: 1-866-454-1801 DRAWING APPROVAL DATE: 4/19/2021 PHONE: (208) 705-4964 TO FAX NUMBER: TO: MHB CONSTRUCTION, INC. ATTENTION: MIKE BYERS NUMBER OF PAGES TRANSMITTED INCLUDING THIS COVER SHEET: 14 REPLY REQUESTED: URGENT XXX ASAP NONE NEEDED REGARDING JOB: MENDOZA FARM (REXBURG, ID) QUOTE #: EG -210405-7 MC Rev. 0 APPROVAL REVISION #: Please Review the Attached Drawings Check the Appropriate Comment Box Sign Your Approval in the Box Below. Documents For Approval Not To Be Used For Construction Approved With No Changes Approved With Changes F] Resubmit For Approval with Changes These documents set forth R & M Steers interpretation of the building requirements as represented by your Acceptance of Quotation. Changes must be marked clearly in red ink. Any alteration or deviation from the Acceptance of Quotation will be subject to a vefften Change Order agreed -to and executed by both parties, and same will become a charge over and above the agreed -to Purchase Price. Authorized Buyer's Signature Date FROM: MARLA /ROB Rev. #4 Revised 4/5/2017 www.rmsteel.com www.aviationbuildingsystem.com Steel Building Excellence * Since 1969 CUSTOMER INFORMATION �U�TM�AJ NAME: ���.���. ....�. ' �DD����' '--'~~_ pA0E7 NAME: pQM|EpT ON: k�AA CONSTRUCTION,INC.-'- ---'''--._., | ,.~ 3743 E.EUVVAR0S DRIVE IDAHO FALLS, |U 83401 MENAO7d FARM A�yA�A� |� --''~^~'~" ., 1. MATERIALS STRUCTURAL STEEL PLATE FLANGE MATERIAL COLD FORMED LIGHT GAUGE SHAPES STRUCTURAL CABLES HOT ROLLED MILL SHAPE HOLLOW STRUCTURAL SECTIONS P8R38 ROOF AND WALL PANELS STANDING SEAM ROOF BOLTS B$U3 2. DESIGN ASTM DESIGNATION A529 OR A572 OR A1011SS GRADE 55 A529 GRADE 55 41011SS GRADE 65 A4/5 GRADE [HS A992 GRADE 50 A5K0 GRADE 8 A653 OR A792 GRADE 80 A653 OR A792 GRADE 50 4325 A325 TRIM COLOR GRADE 5 GRADE 5 A. ALL STRUCTURAL STEEL SECTIONS AND WELDED PUJ N[W8[R ARE DESIGNED IN ACCORDANCE WITH THE WSC 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 S1O0-16 "SPECIFICATIONS FOR DESIGN Of COU} FORMED STEEL STRUCTURAL MEMBERS. C. ALL WELDING OF STRUCTURAL STEEL B BASED ON AWSD1.1 2017 "STRUCTURAL WELDING CODE". I HIGH STRENGTH BOLT CONNECTIONS: ALL HIGH STRENGTH BOLTS ARE TYPE ASTM A325 AND ARE 0BEINSTALLED 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 DUU3 IN STANDARD HOLES DO NOT REQUIRE WASHERS PER THE, RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A480 BOLTS, SECTION 8 (REFERENCE STEEL CONSTRUCTION WSC MANUAL 360-16) 4. A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTED CONNECTIONS ARE SUBJECT 0AXIAL TENSION AND OR SLIP CRITICAL AS SUCH THE BOLTS MUST B[FULLY PRE -TENSIONED AND INSPECTED IN ACCORDANCE WITH THE @SC 360-16 SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 80O3 AND THE APPLICABLE BUILDING COU[. WASHERS ARE NOT R[0U|R[U WHEN THE "TURN OF THE NUT" TIGHTENING PROCEDURE IS USED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE PROPER BOLT TIGHTNESS. 5. STRUCTURAL PRIMER ALL STRUCTURAL MEMBERS WUl BE QY[N ONE COAT OF STANDARD RUST -INHIBITIVE PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF TT -P-6645. THIS B NOT A FINISH COAT AND IS NOT INTENDED FOR PROLONGED EXPOSURE TO THE ELEMENTS. REFERENCE NSC 360-16, CODE OF STANDARD PRACTICE SECTION 6.5.1-G.5.4. 6 BUILDER / CONTRACTOR RESPONSIBILITIES R & W STEEL COMPANY STANDARD PRODUCT SPECIFICATIONS APPLY AND R & W STEEL COMPANY DESIGN, FABRICATION, QUALITY CONTROL STANDARDS AND TOLERANCE WILL GOVERN. IN CAS[ OF DISCREPANCIES BETWEEN R & M STEEL COMPANY'S PLANS AND PLANS FOR OTHER TRADES R & M STEEL PLANS SHALL GOVERN. 3 /HSC 303-16 COD[ OF STANDARD R0THE RESPONSIBILITY OFTHE BUILDER TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY STATE OR FEDERAL AGENCIES 48 REQUIRED. APPROVAL OF R & W 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 NSC 303'16 CODE OF STANDARD PRACTICES.) THE 4/E FIRM IS RESPONSIBLE FOR THE OVERALL PROJECT ALL INTERFACE AND COMPATIBILITY CONCERNING ANY W4J[RWl 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 & W STEEL COMPANY ASSUMPTIONS WILL GOVERN. THE BUILDER / CONTRACTORS RESPONSIBLE FOR SETTING OFANCHOR 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 [HECTOR TO DETERMINE, FURNISH AND INSTALL 7.B.14JSC303.1GCODE UF STANDARD PRACTICES.) WIDTH: 50 LENGTH: 120 HEIGHT: 16.17 124.5 THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY : IBC 18 THE CONTRACTOR BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIRkNTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD: — 2.74 PSF (ROOF PANELS & PURLINS) COLLATERAL LOAD: ,.0w PSF ROOF LIVE LOAD: 20.00 pSF GROUND SNOW LOAD:(PQ) _50-00 pSF ROOF SNOW LOAD: (Pf) _42-00 PSF BASIC WIND SPEED: 105 NPH SEISMIC COEFFICIENT: 0.549 -- IMPORTANCE ���TOA�^ — -''-`'-- ''-'~'~^^ WIND LOAD: _1.00L SNOW LOAD: 1.00 Milo COLOR: ROOF COLOR WALL PANELS: COLOR: WALL COLOR TRIM COLORS: GABLE: TRIM COLOR EAVE: TRIM COLOR CORNER: TRIM COLOR DOOR 8WINDOW: TRIM COLOR GUTTER: -- DOWNSPOUTS: -- BASE (OPTIONAL): WALL COLOR 0~JAMB/80: TRIM COLOR SOFFIT PANEL: GABLE EXT: EAVE EXT: LINER PANEL: LEFT ' RIGHT: BACK � xm» ' THE DESIGN OFTHE ANCHOR BOLT EMBEDDMEN LENGTH IS THE RESPONSIBILITY OF THE FOUNDATION DESIGN ENGINEER. THE LENGTH PROVIDED BY R & M STEEL IS AN ESTIMATED LENGTH AND SHOULD BE ADJUSTED ACCORDING TO THE FOUNDATION DESIGN. ACCREDITED EARTHQUAKE DESIGN DATA. Occupancy Category: 11 — Normal Seismic Importance Factor 1.00 Mapped Response Short), Ss: 0.36 Site Class: d — Default Seismic Design Category, SDC: D Analysis Procedure Used: Equivalent Lateral Site Coeff (Short), Fa: 1.5088 Max. Design Response (Short),, Sms: 0.55 Max. Design Response tl sec.), Sml: 0.3268 Design Response Short), Sds: 0.37 Design Response 8 sec.), Sdl: 0.22 Approx. Period (Moment), To: 0.3117 Approx. Period (Brace), To: 0.1915 Rigid Frame Deflection Limit (Sets): 65 Wind Bent Deflection Limit (Seis): 65 Seismic Forces: Roof Broc Endwoll Bracing: End Plates, Frame: Rho = 1.3000 Omega = 2.0000 Omega = 3.0000 Sidewall Bra III 'd Frames: Omega = 2.0000 Rho = 1.3000 Total Base Shear Longitudinal Force, V = 10 * 31 LINES: 2 3 4 5 D T--CMMN Y. LIN£ RIGID FRAME: MAXIMUM REACTIONS, ANCHOR BMTS, Ni: BASE PLATES THE VERTICAL COMPONENT OF BRACING REACTION IS INCLUDED IN VERTICAL. REACTIONS. Column-Reactiors(k ) Frm Cot toad Hmax V Load Hmin V BoH(1n) 8030e(in) - Une Line W H Vmax id H Vmin QIy Dia Width LLeennggftAh Thick 2• D 1 9.9 27.9 3 -3.5 -2.2 4 0.750 6.000 8.500 0.500 4 0.1 -4.8 2s A 2 2.4 -3.0 1 -9.9 29.0 4 0.750 6.000 8.750 0.500 1 -9.9 29.0 4 OA -6.1 2• Frame Inas: 2 3 4 5 RIGID FRAME: BASIC COLUMN REACTIONS (k ) 2. Positive reactions are as shown in the opposite directions. sketch. Foundation toads ore in Frame Column -----Goad-----Cottaterai------ Uve---- ----- Snow----Wmd_Lefti--Wind_Rigmi- Uns Line Horiz Vert Hafiz Vert Hortz Vert Horiz Vert Hartz Vert NO& Vert 2' D 0.8 2.5 0.2 0.6 4.2 11.8 8.8 24.9 -6.2 -10.0 2.6 -4.2 2e A -0.8 2.8 -0.2 0.6 -4.2 12.2 -8.8 25.5 -0.7 -8.1 4.8 -7.8 Frame Column--WindJ.012--WindJY h12---Wmd_Langi- --Wind-Lang2--Seismic_I.eft Seismic-fthi Line Line Hortz Vert Horiz Vert Hortz Vert Honz Vert Hortz Vert Honz Vert 2s D -6.6 -6.1 2.8 -0.5 -0.6 -10.5 -0.2 -7.6 -1.6 -0.8 1.6 0.8 2' A -0.i -4.5 4.7 -4.1 1.5 -12.9 -0.i -9.1 -0.8 0.8 0.8 -0.8 From Column -Seismic-Long-MIN_SNOW-- Press 3.4 Line Line Hortz Vert Horiz Vert Vert Vert Vert 2' D 0.0 -3.5 4.2 11.8 Harz Vert 2• A 0.0 -5.9 -4.2 12.2 No. Vert 2' Frame Ines: 2 3 4 5 I D ANCHOR BOLT SUMMARY 0.1 1.4 2.9 0.0 -1.1 DA P 0.0 -0.5 0.0 Qty Locate (in) Type (n ) IC 08 Jamb 1/2` GR36 1.00 9.9 -2.4 -6.9 0.0 381 32 Endwan 3/4' GR36 2.00 -5.4 0.0 1.9 032 Frame 3/4` GR36 2.00 1 B 1.0 NOTES FOR REACTIONS } ENDWALL COLUMN: BASIC COLUMN REACTIONS {kWind 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V ore reported 2. Positive reactions are as shown in the opposite directions. sketch. Foundation toads ore in 3. Bras'' reactions are in the plate of the brace with the H pointing away from tho braced bay. The wrrRc.. I reaction is downward. 4. BuiWktg reactions are based on the following building data: Width (it) RE SFie iopat (rHej12 Dead land Psf ps)f) Collateral Live Load {�psf (j ) Ground Snow Load (psf Pg) = 50.0 = 120.0 = 10.2/ 24.5 = 23 = 20.0 .0 = 50Roof Snow Wind Speed mph } (psf) Wind Code Exposure Closed/Open Importance Wind importan a Seismic = 105.0 = IBC 18 = G C = 1.00 = i.00 Seismic zone Seismic Coeff (Fo•Ss) = D = 0.55 5. Loading conditions are: Harz I Dead+Collateral+Snow+Siide_Snow 2 0.6Deod+0.6Wind_ ighti 3 0.6Deod+0.6Wmd_Leff2 4 0.6Deod+0.6WmdJt lLn C,B 33 3.1 1.1 1.1 F -SW A 3,4 Frm CoI Dead Const Live Snow Wind_I.effl Wind_'tighfl Wind-Left2 Wind-tight2 Press 3.4 Line Line Vert Vert Vert Vert Harz Vert Harz Vert Harz Vert No. Vert Harz I D 0.3 0.1 1.4 2.9 0.0 -1.1 DA -1.0 0.0 -0.5 0.0 -0.5 -0.8 IC 0.9 0.2 4.7 9.9 -2.4 -6.9 0.0 0.7 -2.4 -5.4 0.0 1.9 -2.1 1 B 1.0 0.2 4.7 9.9 0.0 -2.9 3.3 -6.1 0.0 -1.4 3.0 -4.2 -2.6 1 A 0.3 0.1 1.4 3.0 0.0 -0.9 0.0 -i.1 0.0 -0.8 OA -0.8 -1.3 Wind Frm Cat Suit Wind_Longl Windjon92 Sekr_ieft Se3s_R3ght -MIR_SN0W-- ELPAT_SLt- Lkne tine Harz Harz Vert Horz Vert Hoz Vert Horz Vert Horz Vert Horz Vert i D 0.9 0.0 -1.5 0.0 -1.0 0.0 0.0 0.0 0.0 0.0 1.4 0.0 1.8 1 C 2.2 0.0 -3.2 0.0 -2.1 -1.5 -1.3 0.0 1.5 0.0 4.7 0.0 23 1 B 2.7 1.4 -6.0 0.6 -33 0.0 1.2 1.5 -1.5 0.0 4.7 0.0 -0.3 i A 1.4 0.0 -1.1 0.0 -0.6 0.0 0.0 0.0 0.0 0.0 1.4 0.0 0.1 Frm Cat EtPAT_9L_2- EiPAT_SL_3- EtPAT_St_4- Lina Line Hart Vert Naz Vert Harz Vert 1 D 0.0 0.1 0.0 1.4 0.0 -0.3 1 C 0.0 -0.3 0.0 5.2 0.0 2.7 1 8 0.0 2.2 0.0 2.7 0.0 5.2 i A 0.0 1.8 0.0 -0.3 0.0 1.4 Frm Col Dead Colkd Live Snow Wind_Lefti Wind_Righti Wind-LeH2 Wind_tRght2 Wind Press Lim Lim Vert Vert Vert Vert Horz Vert Harz Vert Horz Vert Horz Vert Harz 6 A 0.3 0.1 1.4 3.0 0.0 -1.1 0.0 -0.9 0.0 -0.8 0.0 -0.8 -13 Grout 6 B 1.0 0.2 4.7 9.9 -3.3 -6.1 0.0 -2.9 -3.0 -4.2 0.0 -1.4 -2.6 (in) 6 C 0.9 0.2 4.7 9.9 0.0 0.7 2.4 -6.9 0.0 1.9 2.4 -5.4 -2.1 6 D 0.3 0.1 1.4 2.9 0.0 -1.0 0.0 -1.1 0.0 -0.5 0.0 -0.5 -0.8 24.0 Wind 24A Frm Col Suct Wind_Longt Wmd_Log2 Sob-LeftSeis-Right -WN-- E2PAT_Stvl- Line Line Harz Hoz Wart Horz vat Horz Vert Harz Vert Horz Vert Horz Vert 6 A 1.4 0.0 -1.1 0.0 -0.6 OA 0.0 0.0 0.0 0.0 1.4 0.0 1.8 6 B 2.7 -1.4 -6.0 -0.6 -3.3 -1.5 -1.5 0.0 1.2 OA 4.7 0.0 2.2 6 6 C D 2.2 0.9 0.0 -3.2 0.0 0.0 -1.5 0.0 -2.1 -1.0 0.0 1.5 0.0 0.0 1.5 0.0 -1.3 0.0 0.0 0.0 4.7 1.4 0.0 0.0 -0.3 0.1 Frm Cot E2PAT-U-2- E2PAT-SL-3- E2PAT_SL4- U ne Line Harz Vert Harz Vert Harz Vert 6 A 0.0 0.1 0.0 1.4 0.0 -0.3 6 B 0.0 -03 OA 5.2 0.0 2.7 6 C 0.0 2.3 0.0 2.7 0.0 5.2 6 D 0.0 1.8 0.0 -0.3 0.0 1.4 ENDWALL COLUMN: MAXIMUM REACTiORS, ANCHOR BOLTS, a BASE PLATES Column-Reoctions(k ) Frm Col Load Hmox V Load Hmin V 8olt(in) Bose_Plot m) Grout Line Une Id H Vmax Id H Vm3n Qty Dio Width Len Thick (in) i D 5 0.5 -0.8 6 -0.5 -0.8 4 0.750 6.500 6.000 0.250 24.0 i C 7 0.0 3.5 8 1.3 -3.6 5 0.5 6 -1.3 -0.8 -13 4 0.750 6.500 6.000 0.250 24.0 9 0.0 11.3 8 1.3 -3.6 i B 10 i.6 -3.1 6 -1.5 -3.0 4 0.750 6.500 6.000 0.250 24.0 ii 0.0 11.3 10 i.6 -3.1 i A 5 0.9 -0.5 6 -0.8 -0S 4 0.750 6.50D 6.000 0.250 24.0 12 0.0 3.7 5 0.9 -0.5 6 A 5 0.9 -D.5 6 -0.8 -0.5 4 0.750 6.500 6.000 0.250 24.0 13 0.0 3.7 5 0.9 -0.5 6 8 8 i.6 -3.1 6 -1.5 -3.0 4 0.750 6.500 6.000 0.250 24.0 14 0.0 11.3 8 1.6 -3.1 6 C 10 1.3 -3.6 6 -1.3 -13 4 0.750 6.500 6.000 0.250 24.0 15 0.0 11.3 10 1.3 -3.6 6 D 5 0.5 -0.8 6 -0.5 -0.8 4 0.750 6.500 6.009 0.250 24.0 16 0.0 3.5 5 0.5 -0.8 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V ore reported 2. Positive reactions are as shown in the opposite directions. sketch. Foundation toads ore in 3. Bras'' reactions are in the plate of the brace with the H pointing away from tho braced bay. The wrrRc.. I reaction is downward. 4. BuiWktg reactions are based on the following building data: Width (it) RE SFie iopat (rHej12 Dead land Psf ps)f) Collateral Live Load {�psf (j ) Ground Snow Load (psf Pg) = 50.0 = 120.0 = 10.2/ 24.5 = 23 = 20.0 .0 = 50Roof Snow Wind Speed mph } (psf) Wind Code Exposure Closed/Open Importance Wind importan a Seismic = 105.0 = IBC 18 = G C = 1.00 = i.00 Seismic zone Seismic Coeff (Fo•Ss) = D = 0.55 5. Loading conditions are: Harz I Dead+Collateral+Snow+Siide_Snow 2 0.6Deod+0.6Wind_ ighti 3 0.6Deod+0.6Wmd_Leff2 4 0.6Deod+0.6WmdJt lLn C,B 5 0.6Deod+4.6Wmd_ +0.6Wind_Longil. 6 0.6Deod+0.6Wind-Pressure+0.6Wind-LongiL 7 Deod+CoOo%rai+5now/2+E1PAT_SLI 8 O.6Deod+0.6Wind_Uft1+0.01nd_Sucnot 9 Deni+Cona%roI+Snow+l.OEiPAT_SL_2 10 0.6Dead+0.6Wind_Riyhf1+0.6Wmd_Suction 11 Dead+CoBaterol+Snow+i.MiPAT-SLI 12 Dead+CoBaWaI+Snow/2+EIPAT_SL._2 13 Dead+Co4otevot+Snowj2+E2PAT_SL_i 14 Deod+Co4alerai+Snow+1.OE2PAT_SL`2 15 Deod+CoOotem]+Snow+1.OE2PAT_St_1 16 Pf = 0.7 Ce Ct I Pg Ce = 1 Ct = 1.2 I =1 Pg = 50.0 PSF Pt = 42.0 PSF BUILDING BRACING REACTIONS i Reoctions(k PoneLShear -Wan - Cot -Wind - -Seismic; - tbjft Loc Line Lute Harz Vert Hoz Vert Wi L_EW i C,B 33 3.1 1.1 1.1 F -SW A 3,4 4.0 3.5 5.2 4.5 R_L'W 6 B.0 3.3 3.1 i.1 1.1 B_SW D 4,3 3.4 1.8 5.1 2.7 R & M STEEL COMPANY P.O. Box 560 CoWWA Moho 83606 u y16/2r REXBERG, ID MHB CONSTRUCTION, INC. MENDOZA FARM OF MDC COMPONENTS AND CLADDING Unfactored '- 110'-0" '- " Member PanelSuction O Id Pressure Suction Pressure 1 16.00 -22.19 16.00 -22.19 2 16.00 -29.07 16.00 -30.84 3 16.00 -23.97 16.00 -25.74 4 16.00 -23.97 16.00 -34.39 o 5 6 16.00 16.00 -30.84 -16.70 16.00 18.73 -48.15 -24.97 7 16.00 -17.87 18.73 -24.97 8 16.00 -16.70 18.70 -25.00 9 16.00 -17.87 18.70 -25.00 1 10'-0" 100'-0" 10'-0" s x o D x D x , x Ln Int) x © LO o o ®LO® Q 0 M N00 CV S x 00 r o ® o to -Ln A 10' -0" 10-0 A 20'-0" 80'-0" 20'-0" 1 s 0 0 0 110'-0" ja PANEL ZONE LAYOUT (Wind Pressures, Unfactored (psf)}cowwa. R & M STEEL COMPANY mom 83M 248-454-/8M Fox 208-154-1801 SCALE: JOB u"Imm REYISWM WE: 4/,s 21 REXBERG, ID DPA" BY MNB CONSTRUCTION, INC. MDC MENDOZA FARM A OF UMBER 1 120'-3" OUT -TO -OUT OF CONCRETE 6 Low Eave O Dia= 1/2" 2 3 4 5 24'-1 1 2" 24'-0" 24'-0" 24'-0" 24'-1 1 2" 181 Dia= 3%4" _ D o,� X -Bracing D < A <a'd. ,_ •.L add, a e ♦ < - .. <d ♦ a � •, < . ,d q = � M I s � d 'Q � B OUT OF CONCRETE OUT OF STEEL B Cuj .- IW I I -_-- f t '2 f 1r- -1i f u0 On I zo c� 1 1 2'H x 1 1 2'W j i ELEV. 142'-0" 1 112" x 1 112" ELEV.-10T-4' 0'-2"PROJECTION MIN. � PANEL NOTCH c PANEL NOTCH HOOK BAR C> ,.., = � mi OR TIE ROD � o � 1 c N •- ELEV. too' -o' c - m y ELEV.=100'A" v o 0 m CONCRETEI''�A7"FRAt�OOPENING � •f�t�fpsmSLOPE i C) GRADE ~ GRRDE ` • ff91/2 =1 Lo B B < rn B B ANCHOR BOLT OVERHEAD DOOR OPENING CONCRETE STEMWALL DETAIL W/ PANEL NOTCH ' CONCRETE DETAIL = i N �1 M A A •d ♦ f E o ' . d `. a E E o . d. ♦ ♦ A X -Bracing A _ N = N = N 12'-4' N - - N 14'-O" - '- '- N 14'-0" 1 2 3 4 5 6 High Eove — NOT FUR ANCHOR BOLI PLAN 24'-1 1 2" 24'-O" 24'-0" 24'-0" 24'-1 1 2" NOTE: All Base Plates 0 100'-0" (U.N.) CONSTRUCTION R & M STEEL COMPANY 2W -4s4-1800 Fox Zoe -4s4-1901 SCAM Ime _ TM D 4/16 21 RE BERG, ID mym BY MHB CONSTRUCTION, INC. MDC WAWM Maim MENDOZA FARM OF 24'-1 1 2" 24'-O" 24'-0" 24'-0" 24'-1 1 2" Dia= 3 s N I— — — — — —I N I I CID W DETAIL A Base EL 102' -0 - N I I L — _ _ _ — J s s `- N V W DETAIL B Base EL 102'-0' Dia= 3/4' `v o o M 1 4' co 1 -_'-_ 2A 1 1/2' 1 /2' 8- 1 1/2 -Sw See Plan DETAIL C Base EL 102'-0' See Plan 1 1/2- Sw t 1 2' 1 1/2' 8' ---I—__ 1 2- N I 4' co i DETAIL D Base EL 102' -0 - Dia= 1 3 W', r--�I 1 I0 I i 4' 1 0 I I 2- L__J -� 1 1/2- Sw 2' See Plan DETAIL E Base EL 102'-0' R & M STEEL COMPANY ccomw4k wom mw 205-454-1800 Fox 20&-454-1601 SCAM JOB LOCAT" DATE: 4f 16121 RE BERG, ID eEv51a+ m" BY MHB CONSTRUCTION, INC. MDC MENDOZA FARM OF SPLICE PLATE & BOLT TABLE Web eDth Web Plate Mark Start/End Mark TopBat Int Type Dia Length Width Thick SP -1 4 4 0 A325 0.750 2.00 6- 1/2" SP -2 4 4 0 A325 0.750 2.50 6- 5/8' FLANGE BRACES: Both Sides(U.N.) FBxxD(l) D — L2x2x14 —7 3/1 —7 1/4 MEMBER TABLE Web eDth Web Plate Mark Start/End Thick I Lenatl RFI -1 8.0/24.7 0.150 166.6 RF1-2 24.0/24.0 0.150 242.4 24.0/24.0 0.150 300.0 RFI -3 25.5/ 8.0 0.150 259.8 0 X 1/4 X IOL.:) 6x1/4"x33.4 6 x 3/8" x 480.0 6 x 3/8" x 58.3 6x 1/2" x 34.1 () 13 If col� 25 Ga i.-IB71D VB7D ,2.000 VB7D 12 FB7D CL A RFt ARC8 TYP. AS SHOWN o to m L- II -C' + Lo 00+ PURLIN ORIENTATION Cq Lo m CL - t2 8" 44'-4 9/16" 8 2'— 1 3/16" Clearance +/— 2'-2 1/4" 50'-0" OUT—TO—OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 3 4 5 Lo b X 1/4-- X 169.9 6 x 3/8" x 480.0 6 x 3/8" x 58.3 6 x 1/2" x 228.3 R & M STEEL COMPANY P.O. Bm 580 cowwok mom &M 2O-454-1800 Fox nS-454-1901 SCUL. J08 U=7M REY" U7- 4/16/21 REBERG, ID ORAMRi BY Ill CONSTRUCTION, INC. Ill DRAWIN 9=R MENDOZA FARM or C n a NOTE: PURLIN ORIENTATION 120'-0" OUT -TO -OUT OF STEEL I _ 24'-0" T 24'-0" T 24'-0" 24'-0" T 24'-0" :1 T C-) W PURLIN 4'-0 tr, 3'-5"3'-5'�_ LAP 4'-0 1/2" 3 -5 V-5' ROOF FRAMING PLAN 4'-0 1/24" unw n�w� i 4'-0 1/2" M i W P-2 8x25Z14 31'-5 1/2" P-3 8x25Zi5 30'-10" E-1 82x5E24 23'-11 1/2" E-2 82x5E24 23'-11 1/2 E-3 82x5E24 23'-11 1/2" E-4 82x5E24 23'-11 1/2" E-5 82x5E24 23'-11 1/2" CB -5 5/16EHS 27'-0" M INSTALLO7FLANGE SECTIONAVAVAVAVAV As PER RIGID ROOF SHEETING PANELS: 26 Go. PBR ROOF COLOR R & M STEEL COMPANY P.O. Bax 580 C*~, Malmo 83596 208-454-1800 Fox M-454-1801 REYiS1W1 DATE: 4/16/21 REXBERG, ID DRAWN 8Y MHB CONSTRUCTION, INC. MDC uilm MENDOZA FARM OF —D» n 24'—O» 24f-0" I 24f-0» 4" �f E-4 I J2 E-5 t ( o E-5 t I E-5 E-4 I�F io s i N � 1 1 0 r to to 'v w, N E Lo to P�- ! G-5 I G-8 I 7 I i I t G-8 ! t 02 G-8 i I 1 i G-5 I I 7 ! I 1 G-5 i Nt G-8 I I I G-8 i G-8 ! 1 I i G-5 F71 3'-4"x7'-2" t'_ 4 i_ 7 BRDG ANGLE 02 E-2 BA20 23'-11 1/2- E-3 ----- ------------ -----.---- -- ----- -------------- -- --------------7- 7d• . . L - _ - • a a L----------=-----a---=-------------=---�J--` --=—=—=—=---->— ----- ----=---_------=-==-a--=---- I I I I EC -1 RF1-1 RF1-1 RFI -1 RF1-1 EC -1 GIRT t' -at'-+ " t'-+ t'V-4'LAPS t -4" t -4 t -4" 1-14' f I JC 3 C I EC -4 RF1-3 SF3070 w !Fl -3 5 3 4" Frame Kit C14 04 N '-4 N 14'-0" N GIRT '-4-3'-4"x7'-2" V-+ LAPS t -a t -4" TT , . 13 C 3 C I v RF1-3 SF3070 w 5 3 4" Frame Kit RF1-3 EC -4 8x25C16 3' -4 - 14'-0" 8x25C16 3'-4"x7'-2" t'_ 4 i_ V-4' t' -a" t' -a' DJ -2 8x25Ci6 17'-0" DH -1 8x25C16 3' -4 - DH -2 8x25C16 14'-0" E-1 82x5E24 23-11 1/2A E-2 82x5E24 23'-11 1/2- E-3 82x5E24 23'-11 1/2" E-4 82x5E24 23'-11 1/2 E-5 82x5E24 23'-11 1/2" G-4 8x25Z15 31'-4" G-5 8x25Zi6 25'-4" G-6 8x25Zi6 26'-8" G-7 8x25Zi5 33'-4" G-8 8x25Z16 26'-8" G-9 8x25Z16 26'-0" G-10 8x25Z15 26'-0" C8-3 1/2EHS 31'-0" C8-4 _1%2EHS 27'-0" 2 CA7 3 CA2 4 CA2A 5 CA52 6 CAN 7 SWC -N INSTALL SIDEWALL FLANGE BRACE AS PER RIGID FRAME CROSS SECTION R & M STEEL COMPANY P.O. Etox 580 CW"*#. Wates 83605 248-454-1800 Fox 208-4u-1801 atv1E 4/16/21 RE BERG, ID ORAwN E MHB CONSTRUCTION, INC. MDC WWW gooll- MENDOZA FARM OF 8-j I _ 14'-4" -1U-wk 20'-0" 14'-4" —1 1— 8" 2 2M1U �U 2 2 EC -1 EC -2 EC -3 EC -4 ENDWALL FRAMING: GRID 1 =1tI,II�II�I�If DWALL FLANGE BRACE oo[ R & M STEEL COMPANY O. BOX 5w COWW4 mom 83M 208-151-18W Fox M -4U-1801 DATE: 1116121 REXBERG, ID wawa sr MHB CONSTRUCTION, INC. MDC MENDOZA FARM or BOLT TABLE A D GRID i & 6 50'-0" OUT—TO—OUT OF STEEL LOCATION UAN TYPE DIA L Columns of 1 4 GR—5 1 2 1 8" 14'-4" D 20'-0" C 14'-4" 8" MEMBER TABLE GRID i_ & 6 MARK PART _ LENGTH EC -1 8x25C16 12 ii 1/4 EC -2 D8x5Ct6 15'-3 71A- _ 2.000 2.000 t2 EC -3 D8x5Ci5 18'-7 7/8" F61 0 A3 EC -4 8x25C15 21'-0 9/16" _ ER_1* ER -1 ER -l* W8x1O W8x10 50'-9 9/16" 50'-9 9/16" 'r' I _ — x A2O G-1 5 I G-1 -64200 '' "— FB1 B4 G-2 8x2 5216 8x25Z16 13'-8' 19'-4" d 4 i ' — _ B7 G-3 8x25Z15 19'-4" o CB -1 1 /4EHS 26'-0" I I I I CB -2 i 4EHS 23'-0' I I I Qd -i FLANGE BRACE TABLE 5 G-1 G_3 1 G-1 5 M GRID 1& 6 4 4 4 4 4 4 3 DID I MARK _ LENGTF N ca i 82) I 1 1 I FBiD l'-4 3 Dt C2 I 1 Dt cv CONNECTION PLATE: 5 G-1 i G-2 G-1 s ' GRID 1& 6 4 4 4 Com` d 4 d 3 `� ❑I PART 1 3HXA _ Ei3 G% JBRDG ! ANGLE 05 3 SWC—N r I BA20 t t ;, 4 CA52 EC -4 EC-3 EC-2�2EjC-2 EC -1 �T E ENDWALL FRAMING: GRID 6 PURLCN ORIENTATION 8-j I _ 14'-4" -1U-wk 20'-0" 14'-4" —1 1— 8" 2 2M1U �U 2 2 EC -1 EC -2 EC -3 EC -4 ENDWALL FRAMING: GRID 1 =1tI,II�II�I�If DWALL FLANGE BRACE oo[ R & M STEEL COMPANY O. BOX 5w COWW4 mom 83M 208-151-18W Fox M -4U-1801 DATE: 1116121 REXBERG, ID wawa sr MHB CONSTRUCTION, INC. MDC MENDOZA FARM or 2" T T 12 190 4 �> -- T T T T 1 N N N N N : N N N N N N N N N N N N N N M M LL M M co II M S ^ S 4. `-� S F II c CQ CO M O O CfJ tD CD O O O O � tD O C1 O •,) O O CO O O 1 N N 1 1l^1 00 �' N N N 1 tt (^t i i t2 t2 ENDWALL INSULATION: GRID 1 INSULATION: (R-19) 6" VRR n5 n r, - - v a s CLQ Q to M tV ! OI CO -to a N N h! N 00 ^ ( O ♦ E . ENDWALL INSULATION: GRID 6 INSULATION: (R-19)6" VRR t�1 n2 2" 12 01 1-----------------'------------------'------'----------•----'----- -----1 SIDEWALL INSULATION: GRID D INSULATION: (R-19) 6" VRR T T T T 1 N N N N N N N N N N N N N N N N N N N N M M LL M M M II M S ^ S C S F ^ M L M M O O O O O O O O O C) O O C1 O O O O O O O 1 1 I 1 1l^1 I 1 1 t I (^t i i t2 t2 :n �2 �2 :" t2 t2 t2 L2 t2 �2 t2 :" L.2 t2 :" t�2 t L2 N N i i I I i I l 1 i i l l i l l I 1-----------------'------------------'------'----------•----'----- -----1 SIDEWALL INSULATION: GRID D INSULATION: (R-19) 6" VRR -- SIDEWALL INSULATION: GRID A INSULATION: (R-19) 6" VRR NOTE: AS ENERGY SAVING REOUIREMENTS ESCALATE, MORE AND MORE CUSTOMERS ASK TO PROVIDE R-19 (6 INCH FACED INSULATION) FOR THE WALL AND/OR ROOF OF STEEL BUILDINGS. WHILE PROVIDING THE ADDITIONAL R—VALUES, THIS CAN BE A COMPLICATED ISSUE AS IT IS DIFFICULT TO COMPRESS 6 INCHES OF INSULATION BETWEEN THE WALL PANELS AND GIRTS. (OR ROOF PANELS AND PURLINS) NOT ONLY CAN IT BE TIME CONSUMING, BUT INCONSISTANT COMPRESSION MAY BE VISABLE AND IN SOME CASES THE PANELS WILL DIMPLE AS THE SCREWS ARE BEING TIGHTENED. TO ALLEVIATE THESE ISSUES, SUGGEST THE REMOVAL OF A SMALL AMOUNT OF THE FIBERGLASS AT EACH GIRT LINE. (OR PURLIN LINE) A 6" WIDE BY 1 1/2" THICK PIECE OF FIBERGLASS IS CUT FROM THE PRE—HUNG INSULATION AND REMOVED ALONG EACH GIRT. NOTE: I!! REFERENCE ENERGY SAVER INSTALLATION MANUAL. STRAPPING INSULATION DETAIL @ ROOF ENERGY SAVER (AS VINYL FACING STAPLE @ 4' O.C. ROOF PURLIN OR WALL GIRT INSULATION DETAIL VINYL FACING INSIDE BAS CLOSURE ANGLE FOLD VINYL FACING OVER INSULATION INSULATION DETAIL LEGEND: " ( Length (Roll} O i CO 1 M M M M M M .— M M M M M M M .— M M M M M O O O O O rO t� O O O O O fO O O O O 1 1 I 1 1l^1 I 1 1 t I (^t i i t 1 N N N N N i N ^Il N N N N N i N ^ll N N N N i i I I i I l 1 i i l l i l l I -- SIDEWALL INSULATION: GRID A INSULATION: (R-19) 6" VRR NOTE: AS ENERGY SAVING REOUIREMENTS ESCALATE, MORE AND MORE CUSTOMERS ASK TO PROVIDE R-19 (6 INCH FACED INSULATION) FOR THE WALL AND/OR ROOF OF STEEL BUILDINGS. WHILE PROVIDING THE ADDITIONAL R—VALUES, THIS CAN BE A COMPLICATED ISSUE AS IT IS DIFFICULT TO COMPRESS 6 INCHES OF INSULATION BETWEEN THE WALL PANELS AND GIRTS. (OR ROOF PANELS AND PURLINS) NOT ONLY CAN IT BE TIME CONSUMING, BUT INCONSISTANT COMPRESSION MAY BE VISABLE AND IN SOME CASES THE PANELS WILL DIMPLE AS THE SCREWS ARE BEING TIGHTENED. TO ALLEVIATE THESE ISSUES, SUGGEST THE REMOVAL OF A SMALL AMOUNT OF THE FIBERGLASS AT EACH GIRT LINE. (OR PURLIN LINE) A 6" WIDE BY 1 1/2" THICK PIECE OF FIBERGLASS IS CUT FROM THE PRE—HUNG INSULATION AND REMOVED ALONG EACH GIRT. NOTE: I!! REFERENCE ENERGY SAVER INSTALLATION MANUAL. STRAPPING INSULATION DETAIL @ ROOF ENERGY SAVER (AS VINYL FACING STAPLE @ 4' O.C. ROOF PURLIN OR WALL GIRT INSULATION DETAIL VINYL FACING INSIDE BAS CLOSURE ANGLE FOLD VINYL FACING OVER INSULATION INSULATION DETAIL LEGEND: " ( Length (Roll} L M S. M ^ M A M M R M L M S M M R M M 4 M S M R M G M t M R M M A M 'R M F M R M M 9 M M l' M M TRIM TABLE C M S M S M •• M •• M M ? M 1^ M •• M A M $; M •, M r f ! r f ! r r r r r ! r r r r FRAME LINE A & D f r r r r r ! r i r ! r r ! r r r r r ! ► r S h R h S h R h h OID MARK LENGTH h R h S h h h t h L h h S h h h h h h C h A h 1'+. R h S h 1 S-11 22'-6" h h h S h L 15 N N N N N N N N N N i ii N N N N iv iv N N N 2 BT2 17'-0" cl 13 12 1 11 N N N N N N N N N N N N N N N N N N N cl N N N N 3 BT2 4 BT2 5 HSS-17 18'-6" 28'-6" 3t'-0" N N N N N N N N N N N N N N 6 JMBTRM 7'-4" <8>7 JMBSTF 7$-4a 8 9 8 9 8 HEDTRM 4 —6 7 7 7 7 9 8—JAMB 12'-0" s s ---------- s s 10 JMBTRM 12'-6" --------- — — ----------- 11 JMBSTF 12'-6" 12 8—HEAD 14'-0" 13 HEDTRM 15'-0" 14 S-11 14'-6" t4 t4 15 BT2 16 S-17 31'-0" 31'-0" --------------------------------------------------------------------------------------------J SIDEWALL SHEETING: GRID D PANELS: 26 Go. PBR — WALL COLOR O O SIDEWALL SHEETING: GRID A R & M STEEL COMPANY PANELS: 26 Go. PBR — WALL COLOR c. 2O-454-1NO Fax Mg-454-1881 D y16/21 RE BERG, ID MHB CONSTRUCTION, INC. Ift" er MDC MENDOZA FARM OF L M S. M ^ M A M M R M L M S M M R M M 4 M S M R M G M t M R M M A M 'R M F M R M M 9 M M l' M M M C M S M S M •• M •• M M ? M 1^ M •• M A M $; M •, M r f ! r f ! r r r r r ! r r r r r r f r r r r r ! r i r ! r r ! r r r r r ! ► r S h R h S h R h h h h h R h S h h h t h L h h S h h h h h h C h A h 1'+. R h S h & h F h h h h S h L 15 c t!') Lo to Lo� x a to Lo s tt> O O O O Q O O O S h R h S h R h h h h h R h S h h h t h L h h S h h h h h h C h A h 1'+. R h S h & h F h h h h S h N N N N N N N N N N i ii N N N N iv iv N N N N N cl 13 12 1 11 N N N N N N N N N N N N N N N N N N N cl N N N N N N N N N N N N N N N N N N N N t 4 t 8 9 8 9 7 7 7 7 s s ---------- s s --------- — — ----------- TRIM TABLE FRAME_ LINE 1 & 6 40 MARK LENGTH 1 5-11 14'-6" a 2.000 2 S-11 22'-6" 3 BT2 26'-6" p 4 S-188 26'-0" 5 S188EC 3'-6 3/4" 4 _ p z I N N N N O C7 :Gm co co I i I I L----- 3 Pones SfiOrf ENDWALL SHEETING: GRID 6 PANELS: 26 Go. PBR — WALL COLOR ,Q2.000 12a O - - p C-4 C14 cq co co O d' 1.- I 1 I I --------------------- 3---------------------� -0" R & M STEEL COMPANY P.O. a= 580 Panel a 1y WoM 851;86 208-4U-18W Fax M-45-1801 SCALL ENDWALL SHEETING: GRID 1 .,16,21 RE BERG, ID Rte' mwmw PANELS: 26 Go. PBR — WALL COLOR MHB CONSTRUCTION, INC. MDC MENDOZA FARM OF FASTENER TABLE_ SCREW SPACE 1 10'-0" 100'-0" 10''0" 6 0 I PART (in) M 1 112S 12.0 2 112S 6.0 D � N p M ,d. I M d i M N s Co00 h tO i M A A 10'-0" 10'-0" 20'-0" 80'-0" 20'-0" 1 6 PANEL ZONE LAYOUT (Minimum Fastener Spacing) R & M STEEL COMPANY P.O. Bou 580CoWwoR. Wu+ M6 208-4U-1800 Fax 203-4U-1801 SCALL. JOB LOrATXM RFY15Nki DATE 16/21 REXBERG, ID DRAWN Br MHB CONSTRUCTION, INC. MDC MENDOZA FARM MUM OF M 1 N M