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HomeMy WebLinkAboutB17-1354 021-230-058`r t . _.._....__............. Applicable Codes 20]6 Calif Residential Code 2016 Calif. Building Code. (Structural only) 2016 Calif. Electrical Code. 2016 California Energy Code. (2016 Building Energy Efficiency Standards) 2016 California Green Buildinort:) Standards Code. a. The wiring must comply with 2016 CEC, Art. 547(A). Agricultural buildings where excessive dust and dust with water may accumulate, including all areas of poultry, livestock, and fish confinement systems, where litter dust or feed dust, includinor llllllel•al feed particles, may aCCUl71UIaie. b. The wiring method in the Barn must be in compliance with the wiring system as specified in 2016 CEC Art. 547.5(A) through (G). Types UF, NMC, copper SE cables, jacketed Type MC cable, rigid nonmetallic conduit, Liquid tight flexible nonmetallic conduit, or other cables or raceways suitable for the location, with approved termination fittings, shall be the wii'lllg ]11etIlOdS employed. The wiring methods of Article 502, Part II, shall be permitted for areas described in 547. I (A) c. An area where wire mesh or other conductive elements are embedded in or placed under concrete, bonded to all metal structures and fixed nonelectrical equipment that may become energized, and connected to the electrical grounding system to prevent a difference in voltage from developing within the plane. 2016 CEC A1 -t. 547.2, Equipotential Plane. d. Switches, including pushbuttons, relays, and similar devices, receptacles, circuit breakers, controllers, and fuses, shall be provided with enclosures as specified in 547.5(C). 2013 CEC Ai -t. 547.6 e. 2016 CEC Ai -t. 547.8 Luminaires. Luminaires shall comply with 547.8(A) through (C). (A) Minimize the Entrance of Dust. Luminaires shall be installed to minimize the entrance of dust, foreign matter, 11101SiUTe, and corrosive material. (B) Exposed to Physical Damage. Luminaires exposed toP hysical damage shall be protected by a suitable guard. (C) Exposed to Water. Luminaires exposed to water from condensation, building cleansing water, or solution shall be listed as suitable for use in wet locations. All luminaries must qualify as "high efficacy California Energy Code, Section 150.0(1*,-). luminaires in accordance with Table 150.0-A. 2016 All outdoor lighting to be: A. High efficacy luminaries and B. Controlled by a manual on and off switch and I.Controlled by a photocell and motion sensor, or 2.Photo, control, or 3.Astronomical time clock, or 4.Energy management control system (FMCS). 4 / .(�..✓ 'Y��J SJ u/�j lit � ���`.� � i DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 83375.4p 71.- ? r� PROJECT SCOPE: Page 1 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation PROVIDE STRUCTURAL FOUNDATION ENGINEERING FOR A NEW 30'x 44' METAL BUILDING WITH A 6'x 16' POPOUT AT ONE SIDE WALL. USE THE COLUMN REACTIONS PROVIDED BY THE METAL BUILDING SUPPLIER FOR DESIGN OF THE COLUMN FOOTINGS. UTILIZE AVAILABLE SLAB DEAD LOAD TRIBUTARY TO THE COLUMN FOOTINGS TO RESIST UPLIFT FORCES. CHECK SOIL BEARING PRESSURE FOR DEAD PLUS LIVE LOADING. DESIGN THE COLUMN ANCHORAGE PER AC1318 APPENDIX D. DESIGN DATA: CALIFORNIA BUILDING CODE 2016 EDITION CONCRETE COMPRESSIVE STRENGTH (fc) 3000 PSI CBC TABLE 1808.8.1 FOR SEISMIC DESIGN CATEGORY D CONCRETE DESIGN STRENGTH (fc) 3000 PSI PER CBC SECTION 1705.3 EXCEPTION 1. FOR ISOLATED FOOTINGS < 3 STORIES &EXCEPTION 3. FOR NONSTRUCTURAL CONCRETE SLABS ON GRADE NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED REINFORCING STEEL STRENGTH (Fy) 60 KSI ANCHOR BOLTS F1554 GRD 36 ALLOWABLE SOIL BEARING PRESSURE 1500 PSF PERMIT' BUTrir COUNTY DEVE LOP vIEI ;T SE;VIC S �.wr�' 4, � ; •.auo �i ! r. ..r �, F' ►: •+.v j t.,.:ny1' 17 GOD" b Q' h f. L er BY DA.TE _ C' ._._.. �+ DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 2 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation 6" SLAB RESITING UPLIFT FIND: TRIBUTARY WIDTH OF 6" SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr USE CONSERVATIVE VALUE TO PREVENT HINGE FROM FORMING DESIGN DATA: CONCRETE STRENGTH (f c) REINFORCING STRENGTH (Fy) WIDTH OF SECTION (b) THICKNESS OF SLAB (t) DEPTH OF REINFORCING (d) (t/2) WEIGHT OF CONCRETE BENDING STRENTH REDUCTION FACTOR (phi) LOAD FACTOR FOR WIND AREA OF REINFORCING STEEL (As) (#3 @ 18" o.c.) REINFORCING RATIO (p) = As /(b * d) MOMENT CAUSED BY WEIGHT OF SLAB HOW MUCH OF ITS OWN WEIGHT CAN THE SLAB CARRY? REQUIRED WIDTH OF SLAB TO CAUSE FAILURE (Wr) MOMENT CAUSED BY WEIGHT OF SLAB (Mw) Mw=.15*6/12*Wr^2/8 MOMENT CAPACITY OF SLAB (Mc): NOMINAL MOMENT CAPACITY OF SLAB (Mn) Mn = p * b * d * Fy * (d -.5 * p*d /.85 * Fy/fc) 3000 PSI 60 KSI 12 IN 6 IN 3 IN 0.15 KCF 0.9 1.6 0.073 IN^2 0.002028 .009375*Wr^2 12.83 KIP IN FIND REQUIRED WIDTH OF SLAB (W* EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 *.009375 * Wr^2 Wr^2 = 60 * Mn Wr = (60 * Mn)^.5 8.01 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr) 8.01 FT USE CONSERVATIVE ALLOWABLE WIDTH 7.00 FT i DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 3 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation RIGID FRAME COLUMN FOOTINGS LINE (2 & 2.9) AT (ABC) MAXIMUM COLUMN REACTIONS: DESIGN FOR LINE 2.9 VERTICAL DOWNLOAD (Rvd) (DL+COLL+LL)=1.1+.6+4.1 HORIZONTAL OUTWARD (Rho) (DL+COLL+LL) =.3+.2+1.2 VERT UPLIFT (Rvu).6*(DL+CPLL+WL1)=.6*(1.1+.6-4.7) HORIZ IN (Rhi).6*(DL+COLL+WL1)=.6*(.3+.2-2.7) DESIGN FOOTING TO RESIST UPLIFT: 5.8 KI PS 1.7 KIPS -1.8 KIPS -1.3 KIPS INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SLA. ICOL FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE WIDTH OF FOOTING (Wfl THICKNESS OF FOOTING BELOW SLAB (TD WIDTH OF SLAB (Ws) = Wf + 7 THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*(D+C) + .6*(WL1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zo = =.15 * Wf'` Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12'` Ws '` (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) 0.15 1.00 1.50 8.00 6.00 KCF FT FT FT IN -1.8 KIPS -6.55 FT USE: FOOTING LENGTH (U) 5.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.160 KSF BENDING MOMENT IN FOOTING (M) 3.63 KIP FT CONCRETE COMPRESSIVE STRENGTH (f c) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 18.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD +LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 5.4 KIP FT REINFORCING STEEL RATIO (p) 0.000295 < pmin USE: REINFORCING STEEL RATIO (p') 0.000394 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.087 IN ^2 USE: 1 - #5 As = 0.31 IN"2 RIGID FRAME FOOTINGS V- 0" WIDE x 1'- 6" THICK x 5' - 0" LONG LINES (2 & 2.9) AT (A&C): W/ 1 - #5 CONT AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 4 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation ENWALL COLUMN FOOTING LINE (1) AT (13) MAXIMUM COLUMN REACTIONS: 4.7 KIPS VERTICAL DOWNLOAD (Rvd) (DL+COLL+LL)=1.0+.5+3.2 0.0 KIPS HORIZONTAL OUTWARD (Rho) (DL+COLL+LL) =0+0+0 _1.2 KIPS VERT UPLIFT (Rvu).6*(DL+CPLL+WL1)=.6*(1.0+.5-3.5) 0.0 KIPS HORIZ IN (Rhi).6*(DL+COLL+WL1)=.6*(0+0+0) DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7' - 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls U ICOL FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE WIDTH OF FOOTING (Wf) THICKNESS OF FOOTING BELOW SLAB (Tf) Annn-rN nF SI_Ag (Ws) = Wf + 7 EDGE OF SLAT THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*(D+C) + .6*(WL1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (Zf) = =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws " (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu FACTOR 0.6) SUFFICIENT)cGn� r�Fn I FNGTH OF FOOTING (Lfr) (SLAB USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) BENDING MOMENT IN FOOTING (M) CONCRETE COMPRESSIVE STRENGTH (f C) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 STRENGTH REDUCTION FACTOR (phi) DEAD +LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') o��n1pnQrinl� CTFFI RFnl11RED (Asrea��d) 0.15 KCF 1.00 FT 1.50 FT 8.00 FT 6.00 IN -1.2 KIPS -7.76 FT 5.00 FT 0.940 KSF 2.94 KIP FT 3000 PSI 60000 PSI 18.5 IN 0.9 1.5 4.4 KIP FT 0.000239 0.000319 0.071 AREA OF -31 IN"2 4'-0"WIDE x1' W 1 - #5 CONT USE: 1 - 45 AS - 0. -6"THICK x5'-0"LONG AT BOTT. & 6" SLAB OVER < pmin IN^2 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 5 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation SIDEWALL COLUMN FOOTING LINE (4) AT (13) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+COLL+LL)=.6+.2+1.6 HORIZONTAL OUTWARD (Rho) (DL+COLL+LL) =0+0+0 VERT UPLIFT (Rvu).6*(DL+CPLL+LWLI)=.6*(.6+.2-2.7) HORIZ IN (Rhi).6*(DL+COLL+WL1)=.6*(0+0+1.2) DESIGN FOOTING TO RESIST UPLIFT: 2.4 KI PS 0.0 KIPS -1.1 KIPS 0.7 KIPS IN INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls F ^EDGE OF SLAT ICOL FOOTING / SLAB PLAN FOOTING &SLAB DATA: WEIGHT OF CONCRETE WIDTH OF FOOTING (WD THICKNESS OF FOOTING BELOW SLAB (TD WIDTH OF SLAB (Ws) = Wf + 7 THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*(D+C) + .6*(WL1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED LENGTH OF FOOTING (Lfr) WEIGHT OF FOOTING (ZD = =.15 * Wf * Tf * Lf r LENGTH OF SLAB (Ls) = Lfr + 14 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * Ws " (Lfr + 14) TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) USE: FOOTING LENGTH (Lf) BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) BENDING MOMENT IN FOOTING (M) CONCRETE COMPRESSIVE STRENGTH ft) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf'`12 + 4 - 3.5 STRENGTH REDUCTION FACTOR (phi) DEAD +LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') AREA OF REINFORCING STEEL REQUIRED (Asreq"d) SIDEWALL FOOTING LINE (4) AT (B): 0.15 KCF 1.00 FT 1.50 FT 8.00 FT 6.00 IN -1.1 KIPS -7.88 FT 3.00 FT 0.800 KSF 0.90 KIP FT 3000 PSI 60000 PSI 18.5 1 N 0.9 1.5 1.4 0.000073 0.000097 USE: 1 - #5 As = 0.31 IN"2 1'-0"WIDE xV-6"THICK x3'-0"LONG W11 - ##5 CONT AT BOTT. & 6" SLAB OVER KIP FT < pmin 0.022 IN^2 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 6 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation FOOTING AT EDGE OF SLAB LINE (3) AT (A) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+COLL+LL) =2.5+2.5+6.1 HORIZONTAL OUTWARD THRUST (Rho) (DL+COLL+LL) =.2+.4+.6 VERTICAL UPLIFT (Rvu).6*(DL+COLL+WL1) =.6*(2.5+2.5-9.1) HORIZONTAL IN FORCE (Rhi).6*(DL+COLL+WL1) =.6*(.2+.4-3.6) DESIGN FOOTING TO RESIST UPLIFT: 11.1 KIPS 1.2 KIPS -2.5 KIPS -1.8 KIPS INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING FOOTING & SLAB DATA: Ls FDr,F OF SLA FOOTING / SLAB PLAN WEIGHT OF CONCRETE 0.15 KCF FIND: SQUARE FOOTING SIDE LENGTH (Lf) THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT WIDTH OF SLAB USED (Ws) =20/2 10.00 FT LENGTH OF SLAB AWAY FROM EDGE (Ls) = Lf/2+.5+7 THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*DL+COLL+WLI) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -2.5 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lf) WEIGHT OF FOOTING (Zq =.15 * Tf'` Lf^2 0.225 Lf^2 LENGTH OF SLAB (Ls) = Lf/2 + 7.5 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * (Lf/2 + 7.5) * Ws _ .0375*Ws*Lf + .075'`Ws TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) THEREFORE: (0.15*Tf*(LfA2) + 0.0375'`Ws(Lfl + .075*Ws)'`0.6 = 2.5 OR 0.09*Tf*(Lf^2) + 0.0225*Ws(Lq + 0.045*Ws-2.5 = 0 FROM THE QUADRATIC EQUATION: FACTOR (a) 0.135 FACTOR (b) 0.225 FACTOR (c) -2.01 REQUIRED LENGTH OF FOOTING (Lf) 3.11 FT USE: FOOTING LENGTH (Lf) 3.33 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.001 KSF ALLOWABLE SOIL BEARING PRESSURE (qallow) 1.500 KSF BENDING MOMENT IN FOOTING (M) 4.62 KIP FT CONCRETE COMPRESSIVE STRENGTH (f c) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 6 - 3.5 20.5 IN STRENGTH REDUCTION FACTOR (phi)0.9 DEAD +LIVE LOAD FACTOR = (1.4D + 1.7L) / (D + L) 1.6 ULTIMATE MOMENT (Mu) 7.4 KIP FT REINFORCING STEEL RATIO (p) 0.000098 < pmin USE: REINFORCING STEEL RATIO (p') 0.000131 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.107 IN ^2 USE: 4 - #5 As =1.24 IN^2 EDGE OF SLAB 3' - 4" SQUARE x V - 6" THICK (BELOW SLAB) FOOTING LINE (A) AT (3): WI 4 - ##5 EA. WAY AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 8 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation CHECK FOOTING AT LINE (3) AT (A) FOR COMBINED LOADING FROM COL AT LINE (2.9) AT (A) FOOTING DATA: FOOTING WIDTH (W) 3.33 FT FOOTING DEPTH (D) (FTG 1'-6" +SLAB 611) 2.00 FT FOOTING LENGTH (L) (INCREASE T0.5'-0") 5.00 FT FOOTING WEIGHT (Wftg) (.15 KIPS / CF) 5.00 KIPS APPLIED FORCES: COL AT (2.9) AT (A) LOAD (Pd) (DL+COLL+LL) 5.8 KIPS LOCATION Pd FROM LEFT END OF FOOTING (LU) 0.92 FT COL AT (3) AT (A) LOAD (Pu) (DL+COLL+LL) 11.1 KIPS LOCATION Pu FROM LEFT END OF FOOTING (Lu) 3.33 FT SHEAR FORCE (V) (TAKE TO SLAB) 0 KIPS LOCATION V ABOVE BOTTOM OF FOOTING (Lv) 2.00 FT RESULTS: SUM OF VERTICAL FORCES Tv) Fv = Pd + Pu 16.9 KIPS OVERTURNING MOMENT (Mot) Mot = V*Lv 0.0 KIP FT RESISTIVE MOMENT (Mr) Mr-Pd*Ld+Pu*Lu 42.3 KIP FT LOCATION OF RESULTANT (Lr) Lr = (Mr)/Fv 2.50 FT ECCENTRICITY (e) e = U2 - Lr (OR Lr - U2) 0.00 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(W*L)*(1+6*e/L) 1.019 KSF MINIMUM SOIL PRESSURE (qmin) gmin = Fv/(W'`L)*(1-6*e/L) 1.011 KSF FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (f c) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = D*12 - 3.5 20.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.0 SEISMIC MOMENT FOR RESULTANT INSIDE KERN (Mmax) 1.4 KIP FT IS TOTAL SOIL REACTION LEFT OF Pd? (Lr < Ld/3) NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) 1.4 KIP FT ULTIMATE MOMENT (Mu) 1.4 KIP FT REINFORCING STEEL RATIO (p) 0.000019 < pmin USE: REINFORCING STEEL RATIO (p') 0.000025 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.021 IN^2 USE: 4 - #5 As = 1.24 IN"Z MAXIMUM SHEAR AT (Vmax): SHEAR FOR RESULTANT INSIDE KERN (Vmax) IS TOTAL SOIL REACTION LEFT OF Pd? (Lr < Ld/3) SHEAR FOR SOIL RESULTANT OUTSIDE KERN (Vmax) ULTIMATE SHEAR (Vu) ALLOWABLE SHEAR FOR CONCRETE (phiVc) COLUMN FOOTING AT LINE A FOR COMBINED LOADS FROM LINE 2.9 & 3 3.12 KIPS NO 2.93 KIPS OK C6 NOT APPL NOT APPL 3.12 KI PS 76.28 KIPS NO SHEAR REINF REQ'D 31- 4" WIDE x 2'- 0" (NET) THICK x 5' - 0" LONG WI 4 - #5 EACH WAY COLUMNS LOCATED 11" TO LINE 2.9,2-5'v TO LINE 31 1'-' TO EDGE tv DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 9 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation CORNER COLUMN FOOTING LINES (3) AT (D) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+COLL+LL) =2.7+2.6+6.9 12.2 KIPS HORIZONTAL OUTWARD THRUST (Rho) (DL+COLL+LL) =.2+.4+.7 1.3 KIPS VERTICAL UPLIFT (Rvu) 0.60*(DL+COLE+WL1)=.6*(2.7+2.6-6.5) -0.7 KIPS HORIZONTAL FORCE (Rhi) 0.60*(DL+COLE+WL1)=.6*(.2+.4-1.8) -0.7 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ws U EDGE OF SLA =COL Lf I LS FOOTING / SLAB PLAN FOOTING &SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF FIND: SQUARE FOOTING SIDE LENGTH (Lf) THICKNESS OF FOOTING BELOW SLAB (Tf)1.50 FT WIDTH OF SLAB (Ws) =16/2 8.00 FT LENGTH OF SLAB AWAY FROM EDGE (Ls) = Lf/2+.5+7 THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt1: (0.6*DL+COLL+WLI) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -0.7 KIPS FIND: REQUIRED LENGTH OF FOOTING (Lf) WEIGHT OF FOOTING (Zf) =.15 * Tf * Lf^2 0.225 Lf^2 LENGTH OF SLAB (Ls) = Lf/2 + 7.5 WEIGHT OF SLAB (Zs) = 0.15 * 6/12 * (Lf/2 + 7.5) * Ws _ .0375'`Ws*Lf + .5625*Ws TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) THEREFORE: (0. 1 5*Tf*(LfA2) + 0.0375*Ws(Lfl + .5625*Ws)*0.6 = 0.7 OR 0.09*Tf*(Lf^2) + 0.0225*Ws(Lfl + .3375*Ws - 0.7 = 0 FROM THE QUADRATIC EQUATION: FACTOR (a) 0.135 FACTOR (b) 0.18 FACTOR (c) 1.980 REQUIRED LENGTH OF FOOTING (Lf) (SLAB SUFFICIENT) #NUM! FT USE: FOOTING LENGTH (Lt) 3.33 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.100 KSF ALLOWABLE SOIL BEARING PRESSURE (clallow) 1.500 KSF UPLIFT MOMENT IN FOOTING (M) 0.60 KIP FT CONCRETE COMPRESSIVE STRENGTH (f c) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 - 2.5 15.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 ULTIMATE DESIGN LOAD FACTOR 1.6 WIND ULTIMATE MOMENT (Mu) 1.0 KIP FT REINFORCING STEEL RATIO (p) 0.000022 < pmin USE: REINFORCING STEEL RATIO (p') = 1.33*p 0.000030 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.018 INA 2 USE: 4 - #5 As =1.24 IN"2 SQUARE FOOTING AT EDGE 31- 4" SQUARE x 1'- 6" THICK (BELOW SLAB) OF SLAB LINE (3) AT (D): W/ 4 - #5 EA. WAY TOP &BOTTOM & 6" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 10 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation CORNER COLUMN FOOTINGS LINES (I)AT(A&C) & (4)AT(A&D) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (DL+COLL+LL) =1.2+1.8+2.9 5.9 KIPS HORIZONTAL OUTWARD THRUST (Rho) (DL+COLL+LL) =.2+.4+.6 1.2 KIPS VERTICAL UPLIFT (Rvu).6*(DL+COLL+WL3) =.611.2+1.8-6.8) -2.3 KIPS HORIZONTAL IN FORCE (Rhi).6*(DL+COLL+WL3) =.6*(.2+.4-4.1) -2.1 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS 7'- 0" OF 6" SLAB BEYOND EDGES OF FOOTING r / A r- 0% r' /\ 1 A r\ FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE WIDTH OF SQUARE FOOTING (Wf) THICKNESS OF SLAB (Ts) DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*DEAD +WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu FIND: REQUIRED THICKNESS OF FOOTING (Tfl WEIGHT OF FOOTING (Zf) =.15 * Wf^2 * Tf WIDTH OF SQUARE SLAB (Ws) = Wf + 7 WEIGHT OF SLAB (Zs) =.15 * 6/12 * (Wf + 7)"2 TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED THICKNESS OF FOOTING (Tf) (SLAB SUFFICIENT) USE: FOOTING THICKNESS (Tf) BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) BENDING MOMENT IN FOOTING (M) CONCRETE COMPRESSIVE STRENGTH (f c) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf *12 + 5 - 3.5 STRENGTH REDUCTION FACTOR (phi) DEAD +LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.15 KCF 2.00 FT 6.00 IN -2.3 KIPS -3.79 FT 1.00 FT 1.475 KSF 1.48 KIP FT 3000 PSI 60000 PSI 14.5 IN 0.9 1.5 2.2 KIP FT 0.000098 < pmin 0.000130 0.045 IN A 2 USE: 2-#4 As=.41N"2 CORNER COLUMN FOOTING 2'- 0" SQUARE x V- 0" THICK LINES(1)AT(A&C)& (4)AT(A&D): W/ 2 - ##4 EACH WAY AT BOTTOM & 4" SLAB OVER DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 11 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation CHECK RF COLUMN FOOTING FOR PORTAL FRAME LINE (C) AT (2) COMBINE LOADS OF RIGID FRAME &PORTAL COLUMN FOOTING DATA: FOOTING WIDTH (W) 1.00 FT FOOTING DEPTH (D) (FTG 11-6" +SLAB 611) 2.00 FT FOOTING LENGTH (L) 5.00 FT FOOTING WEIGHT (Wftg) (.15 KIPS / CF) 1.50 KIPS APPLIED FORCES: LOAD COMBINATION .6*(DL+COLE+LWL2) CONC PORTAL FRAME FORCE (Pd)=.6*(.2+2.1) 1.38 KIPS LOCATION Pd FROM LEFT END OF FOOTING (Ld) .1.73 FT RIGID FRAME DEAD LOAD (Pu)=.6*(1.1+.6) 1.02 KIPS LOCATION Pu FROM LEFT END OF FOOTING (Lu) 2.50 FT SHEAR FORCE (V) (TAKE TO SLAB) 0 KIPS LOCATION V ABOVE BOTTOM OF FOOTING (Lv) 2.00 FT RESULTS: SUM OF VERTICAL FORCES (Fv) Fv = Pd + Pu 2.4 KIPS OVERTURNING MOMENT (Mot) Mot = V*Lv 0.0 KIP FT RESISTIVE MOMENT (Mr) Mr=Pd*Ld+Pu*Lu 4.9 KIP FT OK LOCATION OF RESULTANT (Lr) Lr = (Mr)/Fv 2.06 FT ECCENTRICITY (e) e = U2 - Lr (OR Lr - L/2) 0.44 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(W*L)*(1+6*e/L) 0.735 KSF OK MINIMUM SOIL PRESSURE (qmin) gmin = Fv/(W*L)*(1-6*e/L) 0.225 KSF FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = D*12 - 3.5 20.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.0 SEISMIC MOMENT FOR RESULTANT INSIDE KERN (Mmax) 1.0 KIP FT IS TOTAL SOIL REACTION LEFT OF Pd? (Lr < Ldl3) NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) 1.0 KIP FT NOT APPL ULTIMATE MOMENT (Mu) 1.0 KIP FT REINFORCING STEEL RATIO (p) 0.000045 < pmin USE: REINFORCING STEEL RATIO (p') 0.000059 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.015 IN^2 USE: 1 - #5 As = 0.31 IN"2 MAXIMUM SHEAR AT (Vmax): SHEAR FOR RESULTANT INSIDE KERN (Vmax) 1.12 KIPS IS TOTAL SOIL REACTION LEFT OF Pd? (Lr < Ldl3) NO SHEAR FOR SOIL RESULTANT OUTSIDE KERN (Vmax) 1.09 KIPS NOT APPL ULTIMATE SH EAR (Vu) 1.12 KIPS ALLOWABLE SHEAR FOR CONCRETE (phiVc) 20.91 KIPS NO SHEAR REINF REQ'D COL FTG LINE (C) AT (2) 1' - 0" WIDE x 2' - 0" (NET) THICK x 5'- 0" LONG ADEQUATE FOR PORTAL W11 - #5 CONT AT BOTTOM FRAME LOADS FOOTINGS CENTERED UNDER MAIN FRAME COLUMN DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 12 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation CHECK RF COLUMN FOOTING FOR PORTAL FRAME LINE C)AT(1) COMBINE LOADS OF CORNER COLUMN &PORTAL COLUMN FOOTING DATA: FOOTING WIDTH (W) 2.00 FT FOOTING DEPTH (D) (FTG 1'-0" +SLAB 611) 1.50 FT FOOTING LENGTH (L) 2.00 FT FOOTING WEIGHT (Wftg) (.15 KIPS / CF) 0.90 KIPS APPLIED FORCES: LOAD COMBINATION .6"(DL+COLE+LWL2) CONC PORTAL FRAME FORCE (Pd)=.6*(.2+2.1) 1.38 KIPS LOCATION Pd FROM LEFT END OF FOOTING (Ld) 0.73 FT CORNER COLUMN DEAD LOAD (Pu)=.6*(1.3+.6) 1.14 KIPS LOCATION Pu FROM LEFT END OF FOOTING (Lu) 1.50 FT SHEAR FORCE (V) (TAKE TO SLAB) 0 KIPS LOCATION V ABOVE BOTTOM OF FOOTING (Lv) 1.50 FT RESULTS: SUM OF VERTICAL FORCES (Fv) Fv = Pd + Pu 2.5 KIPS OVERTURNING MOMENT (Mot) Mot = V*Lv 0.0 KIP FT RESISTIVE MOMENT (Mr) Mr-Pd*Ld+Pu"Lu 2.7 KIP FT LOCATION OF RESULTANT (Lr) Lr = (Mr)/Fv 1.08 FT ECCENTRICITY (e) e = U2 - Lr (OR Lr - U2) 0.08 FT RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) YES MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(W*L)*(1+6*e/L) 0.778 KSF MINIMUM SOIL PRESSURE (qmin) gmin = Fv/(W*L)*(1-6*e/L) 0.482 KSF FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (fc) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = D*12 - 3.5 14.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.0 SEISMIC MOMENT FOR RESULTANT INSIDE KERN (Mmax) 0.4 KIP FT IS TOTAL SOIL REACTION LEFT OF Pd? (Lr < Ld/3) NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) 0.4 KIP FT ULTIMATE MOMENT (Mu) 0.4 KIP FT REINFORCING STEEL RATIO (p) 0.000017 < pmin USE: REINFORCING STEEL RATIO (p') 0.000023 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.008 IN^2 USE: 2 - #4 As = 0.40 IN"2 MAXIMUM SHEAR AT Wmax): SHEAR FOR RESULTANT INSIDE KERN (Vmax) 1.06 KIPS IS TOTAL SOIL REACTION LEFT OF Pd? (Lr < Ld/3) NO SHEAR FOR SOIL RESULTANT OUTSIDE KERN (Vmax) 1.01 KIPS ULTIMATE SHEAR (Vu) 1.06 KIPS ALLOWABLE SHEAR FOR CONCRETE (phiVc) 32.40 KIPS COL FTG LINE (C) AT (1) ADEQUATE FOR PORTAL FRAME LOADS OK OK NOT APPL NOT APPL NO SHEAR REINF REQ'D 2'- 0" WIDE x 1' - 6" (NET) THICK x 2'- 0" LONG W/ 2 - ##4 EACH WAY AT BOTTOM FOOTING FLUSH TO CORNER OF SLAB DANIEL J. DOBBIE Page 13 0 Professional Engineer g P.O. Box 2156 Job No. 17023 15925 Renee Way Date: June 2017 Flournoy, CA 96029 Phone (530) 833-5423 Kenny Collins Metal Building Foundation TYPICAL HAIRPIN TIE DESIGN AT RIGID FRAME ANCHOR ASSEMBLIES DESIGN DATA: MAX HOR. THRUST TO BOLTS (Fh) (DL+COLL+LL) 1.7 KIPS NUMBER OF HAIRPIN TIES (N) 1 REINFORCING BAR SIZE (S) #4 AREA OF REINFORCING (Ab) 0.20 IN^2 CONCRETE STRENGTH (fc) 3000 PSI MAXIMUM ANGLE OF TIE LEGS FROM DIRECTION OF THRUST (w) 30 DEGREES STRESS CHECK: (ALLOWABLE STRESS DESIGN) HORIZONTAL THRUST TO BOLT PAIR @ONE TIE (Fh') 1.7 KIPS STRENGTH OF REINFORCING STEEL (Fy) 60 KSI ALLOWABLE TENSILE STRESS FACTOR (F) 0.6 ADD'L REDUCTION FACTOR (F') (ACI SECT. 17.52.9) (IF APPL) 1.0 NOT APPL LOAD DURATION FACTOR (Cd) 1.00 NORMAL ALLOWABLE TENSILE STRESS TO STEEL (Ft) 36.0 KSI ACTUAL TENSILE STRESS TO TIE STEEL (ft) OK 4.9 KSI TENSION REINFORCING DEVELOPMENT DATA: REINFORCING BAR SIZE (#) # 4 NOMINAL BAR DIAMETER (db) 0.500 IN CLEAR SPACING OF BARS 12.00 IN CLEAR COVER OF BARS 1.00 IN MINIMUM SPACING OR COVERING (c) 1.00 IN IS 12" OF CONCRETE BELOW REINFORCING? NO EPDXY-COATED BARS? NO LIGHTWEIGHT CONCRETE? NO DESIGN DATA: REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCEMENT LOCATION FACTOR (alpha) 1.00 COATING FACTOR (beta) 1.00 REINFORCEMENT SIZE FACTOR (omni) 0.80 LIGHTWEIGHT AGGREGATE CONCRETE FACTOR (lamda) 1.00 TRANSVERSE REINFORCEMENT INDEX (Ktr) 0.00 DEVELOPMENT LENGTH (Id): CHOOSE GOVERNING EQUATION PER ACI 25.4.2.2: 1 Id = fy *alpha *beta * lamda * db / (25* (fc)^0.5) 21.91 IN Id = fy *alpha *beta * lamda * db / (20" (fc)^0.5) Id = 3 * fy *alpha *beta'` lamda * db / (50 * (fc)^0.5) Id = 3'` fy *alpha *beta * lamda * db / (40 * (fc)"0.5) CHECK MINIMUM Id PER ACI 25.4.2.3: IS (c + Ktr) / db > 2.5? NO Id = 3/40*fy/(fc)"0.5*alpha*beta*omni*lamda*db/(((c+Ktr)/db)or2.5) 16.43 IN CHECK MINIMUM Id PER ACI 25.4.2.1: 12.00 IN MINIMUM BASIC DEVELOPMENT LENGTH (Id) 21.91 IN TYP. HAIRPIN TIES 1 - #4 HAIRPIN TIES W/ 41- 9" MIN. LEGS 30 DEGREE MAXIMUM ANGLE FROM FRAME LINE 1" MINIMUM CONCRETE COVER AT SLAB DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 14 Job No. 17023 Date: June 2017 Kenny Collins Metal Building Foundation 3/4" DIAMETER ANCHOR RODS AT RIGID FRAMES ANCHOR BOLT DESIGN (STRENGTH METHOD) OK >Nua FOR COMBINED SHEAR AND TENSION AT LINES (2 & 2.9) AT (A&C).6*(DL+COLL+WL1) 2016 CBC SEC 1901.3 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE OK >Vua & ACI 318-14 CHAPTER 17 SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO BOLT GROUP (Tw) 1.8 KIPS DESIGN WIND SHEAR LOAD TO BOLT GROUP (Vw) 1.3 KIPS SEISMIC TENSION LOAD TO BOLT GROUP (Ts) 0.0 KIPS SEISMIC SHEAR TO BOLT GROUP (Vs) 0.0 KIPS WIND ULTIMATE LOAD FACTOR (Fw) = 1.0/0.6 1.7 SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/0.7 1.4 DESIGN FACTORED WIND TENSION LOAD (Tw') = Fw*Tw 3.0 KIPS DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 2.2 KIPS FACTORED SEISMIC TENSION LOAD (Ts') = Fs*Ts 0.0 KIPS FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs 0.0 KIPS DESIGN FACTORED TENSION LOAD (Nua) = Tw' = 3.0 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 2.2 KIPS NUMBER OF ANCHORS IN THE GROUP (n) 4 NOMINAL BOLT TENSILE _ (phi*Nn) _ (phi*Nsa*n) = 90.7 KIPS NOMINAL CONCRETE TENSILE _ (phi*Nn) _ (phi*Ncbg) = 27.7 KIPS NOMINAL BOLT SHEAR = (phi*Vn) _ (phi*Vsa*n) = 37.7 KIPS NOMINAL CONCRETE SHEAR = (phi*Vn) _ (phi*Vcbg) = 19.3 KIPS COMBINED TENSILE AND SHEAR LOADS 17.6 INTERACTION OF TENSILE AND SHEAR LOADS 17.6.3 SHEAR -TENSION INTERACTION ON BOLT Nua/(phi*Nsa)+Vua/(phi*Vsa) = 17.6.3 SHEAR -TENSION INTERACTION ON CONCRETE Nua/(phi*Ncbg)+Vua/(phi*Vcbg) = DESIGNED ANCHORAGE: >Nua OK >Nua OK >Vua OK >Vua OK BOLT 0.09 <1.2 OK CONCRETE 0.22 <1.2 OK 4 - 3/4" F1554 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 314" SQ.x.3125" PLATE WASHERS ADEQUATE FOR COMBINED SHEAR & TENSION 17.3.3 STRENGTH REDUCTION FACTORS (phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i) TENSION LOADS ii) SHEAR LOADS c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) i) SHEAR LOADS 0.75 ii) TENSION LOADS 0.75 0.75 0.65 CONDITION B (NO REINF) 0.70 0.70 17.4.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CASTOR POST) CAST . DANIEL J. DOBBIE Page 15 g Professional Engineer P.O. Box 2156 Job No. 17023 15925 Renee Way Date: June 2017 Flournoy, CA 96029 Kenny Collins Metal Building Foundation " Phone (530) 833-5423 ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT.) 17.4.1.1 NOMINAL STRENGTH OF SINGLE ANCHOR INTENSION (Nsa) 17.4.1.2 Nsa = Ase,N*futa 30.2 KIPS YIELD STRENGTH OF ANCHOR (fya) (F1554 GRADE 36) 36 KSI TENSILE STRENGTH OF ANCHOR (futa) 68 KSI futa = 1.9*fya OR 125 KSI WHICHEVER IS SMALLER ANCHOR BOLT DIAMETER (do) 0.75 IN AREA OF ANCHOR BOLT (Ase,N) 0.442 IN^2 17.4.2 CONCRETE BREAKOUT STRENGTH IN TENSION 17.4.2.1 NOMINAL CONCRETE BREAKOUT STRENGTH FOR GROUP OF ANCHORS (Ncbg) Ncbg = Anc/Anco*Yec,N*Yed,N*Yc,N*Ycp,N*Nb 39.5 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (cal +sl +1.5*hey*(ca2+s2+1.5+heft 1000 IN^2 EFFECTIVE EMBEDMENT DEPTH (heft 12 IN BOLT SPACING X AXIS (s1) 4 IN BOLT SPACING Y AXIS (s2) 4 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 3 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (cat) 28 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Anco = 9*hef^2 1296 IN^2 17.4.2.2 BASIC CONCRETE BREAKOUT STRENGTH (Nb) Nb = kc*(fc)".5`(hefl^1.5 54.6 KIPS COEFFICIENT FOR CAST -IN ANCHORS (kc) 24 COMPRESSIVE STRENGTH OF CONCRETE (f c) 3000 PSI 17.4.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: NO USE: EFFECTIVE EMBEDMENT DEPTH (hey 12.00 IN 17.4.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (YecN) 1.0 17.4.2.5 MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 0.75 Y AXIS Yed,N = .7+.3*cal/(1.5*heft 1.17 X AXIS 17.2.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 125 17.4.2.7 MODIFICATION FACTOR CAST -IN ANCHORS, UNCRACKED (Ycp,N) 1.0 17.4.3 PULLOUT STRENGTH OF STEEL ANCHORS IN TENSION 17.4.3.1 NOMINAL PULLOUT STRENGTH OF ANCHORS (Npn) Npn = Yc,P*Np 239.2 KIPS 17.4.3.4 PULLOUT STRENGTH OF SINGLE HEADED BOLT (Np) N = 8*Abrg*fc 170.9 KIPS BEARING AREA OF HEADED BOLT (2 3/4" SQ. -Ase) 7.12 IN 17.4.3.6 MODIFICATION FACTOR FOR UNCRACKED ZONES (Yc,P) 1.4 17.5.1 STEEL STRENGTH OF ANCHORS IN SHEAR 17.5.1.2 NOMINAL STRENGTH OF GROUP OF ANCHORS IN SHEAR (Vsa) Vsa = n*.6*Ase,V*futa Ase,V = Ase,N 58.0 KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 0.8 17.5.2 CONCRETE BREAKOUT STRENGTH IN SHEAR 17.5.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcbg = Avc/Avco" Yec,V * Yed,V * Yc,V* Yh,V * Vb 27.6 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+sl)*ha 312 IN^2 MEMBER FOOTING THICKNESS (ha) 24 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*ca1"2 41 IN"2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 8*(le/do)".2*do^.5*fc^.5"ca1^1.5 3.0 KIPS CHECK ALTERNATE CONCRETE BREAKOUT STRENGTH (Vb') Vb'= 9*fc^.5'`ca1^1.5 2.6 KIPS WHICH IS LESS, Vb OR Vb'? VB' IS LESS USE Vb' LOAD BEARING LENGTH OF ANCHOR (le) = hef < 8*do 6.0 IN 17.5.2.5 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,V) 1.0 17.5.2.6 MODIFICATION FACTOR FOR EDGE EFFECT (Yed,V) Yed,V = .7+.3*cat/(1.5*cal) 1.0 17.5.2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yc,V) 1.4 17.5.2.8 MODIFICATION FACTOR FOR ha<1.5*ca1 (Yh,V) _ (1.5*cal/ha)A .5 >1.0 1.00 Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY Fw;ffi Iff0iit- IMailing Address Cell 5 3�J CitState Zi I XU CA Phone �1j4 Fax 5-�()S+-�� V Email 14 1-I-* (�4a -x- License N4 Class z� I_1a►1 - t-� 1'-) 0 -- ON PERMIT NO: 0, 7.. 11 SIN NO: Property Address CQ 2� L9 C-,,, kc— City Location must not be in the city limits of Chico, Gridley, Oroville or Paradise, http://gismaps. t ecountv.net/flexviewer/bc atasearch/index.html Policy Number -7 V`7 Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance Name Mailing Address City IState Izip FORM NO DBP- !Is this a Manufactured/Mobile Home (circle one) Yes /o ea Living Area: Garage: Open Area: Covered Area: TOTAL SQ: , Structure Built without permits LA Proposed Change of Occupancy/Use - Note previous/current use below: FOF O IC USEi.0NLY . _ .. Zoning:— Flood Zone: X SRA: YES 11 NOO INPIDES YES ❑ NO ❑ Code Enf: YES ❑ NO ❑ Legal Lot: YES ❑ NO ❑ Occupancy Type Construction e mit Tech: Date: *When filed, this application and all supporting material beco es ubject to the California Public Records Act. All public information related to this application is subject to public inspection and 'I e posted on the County's website for electronic access. r Revis.ea .20.201., Paae 1 ot'l Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax r ( C16Uhty PUBLIC WORKS National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment .[LESS THAN 1 A.�RE1 Reference Number: B17-1354 Location: 428 BLOCK RD Parcel Number: 021-230-058 Owner Name: COLLINS FAMILY TRUST, Description: LTD AG (1416)1W ELEC Date: 7/5/2017 By: J M D Sub Type: LIMITED AG Phone: By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Sign �Date 7/5/2017 Title A 5Dg a LCCO kbJJwt:�1 DEVELOPMENT SERVICES Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: Make sure your application is complete. Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http•//municipalcodcs.lexisnexis.com/codes/butteco/ *"When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B17-1354 Parcel Number: 021-230-058 Location: 428 BLOCK RD, GRIDLEY Owner Name: COLLINS FAMILY TRUST Description: LTD AG (1416) /VII ELEC Signature of Applicant: Date: 7/5/2017 Phone: �dG--•=-- Date: 7/5/2017 Tilk 2;�' I DEVELOPMENT SERVICES Department of Development Services 7 County Center Drive Oroville, California 95965 COLLINS FAMILY TRUST RE: 021-230-058 Tim Snellings, Director Pete Calarco, Assistant Director T: 530.538.7601 Buttecounty.net/dds F: 530.538.7785 Permit No: B17-1354 To meet the requirements of Butte County Code Section 26-12 (available on line at http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http•//www buttecounty.net/publicworks/divisions/landdevelopment/impstd.html ) with a minimum plan checking deposit of $690.40. Important Note: If improvements in compliance with County Code Section 2612 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. I have read and understand the above requirements: Signature: '-� Date: 7/5/2017 Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B17-1354 Location: 428 BLOCK RD Parcel Number: 021-230-058 Owner Name: COLLINS FAMILY TRUST Description: 428 BLOCK ROAD Date: 7/5/2017 By: JMD Sub Type: LIMITED AG Phone: To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. I have read and understand the above pre inspection requirements. V, Signature: Date: 7/5/2017 T -; Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 ����-w.buttccount�.net/dds SATE PLAN Assessor's Parcel Number: D l� ❑ — 151 D lu — D D C�7 Permit #: FORM NO DBP -3 • • :1.. R w • • : : • } • : : : : : : : : : i : : : : i i : : : : : : : : : : : w : w : : : : : f f • R w • R w • • w • • • : : i ....... ................ ........ ...... aA. a...... ....... a....••aw.......www........ ♦.w....a•c.ww..w..•ww•••.......w.�...wa.......•w.......... .•....ww........ ........ .•.............. ♦•.. .. ... . ..........•... ....... .......w..•www... .•.w.••wr.w•.••w..w.w............ ......w.ww.rrw..•........ ......... ........ ......... ......... s........ www..... .......♦•. •_♦..•.•ww•r..ww. ....... ... •••w..•www.a•wreaau.w•.ur....�.•..•ww.uwww.wiw.•.•r...♦•. w. •. w�u..•wa. i•wR.i••�.....•a....a asaw..sa •ww.. : •rrrrr•. 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The Bull der/Contractor is responsible for notifying the building authority of all changes to the order documents which result in changes to the drawings, supporting O O 27 / 4 S. GHRF/ELD RD., AIRWAY HEIGHTS Wi�I 9900 % structural calculations and design certification. , Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order PHONE (844) 840-460J documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (April 2010 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, braces, false work or other elements required for erection will be determined, furnished and installed by the erector (April 2010 Section 7.10.3) (CSA/S16-09 Section 29). Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (April 2010 Section 3.3) Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Foundation Design The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) BUILDING DESCRIPTIONS Building ID Width Length Height I Slope Buildin A 30'-0 28'-0 12'-0 1 3 :12 [-Building B 16'-0 36'-0 12'-0 1 6:12 ENGINEERING DESIGN CRITERIA PROJECT NOTES Building Code 2016 CALIFORNIA Bullding Risk Category Normal (Risk Category II) Roof Dead Load Superimposed ..........$I..1.. 3.41 psf (Bldg A & B) Rafters Collateral ................... 3.00 psf <Btdg A & B) Panels (0.00 psf Ce i t I ng 3.00 psf Other) J"0 A325 BOLT GRIP TABLE 60 GRIP 180 Ultimate Wind Speed (Vult) ... 110.00 m h LENGTH Nominal, Wind Speed (Vasd) .... 85 mph (IBC section 1609. 3. 1) BOLT LENGTH NOTE: FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WHEN THE END OF THE BOLT IS FLUSH THE FACE OF THE NUT. PiSHER REQUIRED ONLY WHEN SPECIFIED. GRIP WASHER MAY BE LOCATED UNDER HEAD OF BOLT, UNDER NUT, OR AT BOTH AT LOCATIONS NOTED ON ERECTION DRAWINGS. ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. 0 TO 9/16" 1 1/4" F.T. Over 9/16" TO 1 1/16" 1 3/4- F.T.WITH Over 1 1/16" TO 1 5/16" 2" Over 1 5/16" TO 1 9/16" 2 1/4" Over 1 9/16" TO 1 13/16" 2 1/2" Over 1 13/16" TO 2 1/16" 2 3/4" LOCATIONS OF BOLTS LONGER NOTED ON ERECTION DRAWINGS THAN 2 3/4" F.T. DENOTES FULLY THREADED ENGINEERING DESIGN CRITERIA PROJECT NOTES Building Code 2016 CALIFORNIA Bullding Risk Category Normal (Risk Category II) Roof Dead Load Superimposed ..........$I..1.. 3.41 psf (Bldg A & B) Rafters Collateral ................... 3.00 psf <Btdg A & B) Panels (0.00 psf Ce i t I ng 3.00 psf Other) 180 Roof Live Load .................... 20.00 psf no reduction 60 Wind 180 Ultimate Wind Speed (Vult) ... 110.00 m h 60 Nominal, Wind Speed (Vasd) .... 85 mph (IBC section 1609. 3. 1) Serviceability Wind Speed .... 72 mph 180 Wind Exposure Categgory ....... C Totat Gravity L/ Internal Pressure Coef (GCp I ) 0. 18/-0. 18 120 Loads for components not provided by building manufacturer Total Uplift L/ Corner Areas (wlthln 3.00 of corner) 26.37 psf pressure -35.31 psf suction Other Areas 26.37 psf pressure -28.60 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Portal Seismic Live H/ Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... D Snow H/ Solt Site Class .............. D Stiff Soll Ss ........................... 0.603 g Sds ..... 0.530 g S1........................... 0.276 g Shc ..... 0,340 g Analysis Procedure ........... Equivalent Lateral Force Seismic Drift H/ Bullding A, Column Line All Service -Level Crane H/ Basic Force Resisting System C4 Response Modification Coefficient (R) 3.50 Portal Service Wind H/ Seismic Response Coefficient (Cs) 0.151 Design Base Shear in kips (V) 2.54 Total Gravity H/ Bullding Bi Column Line 1-3 SWB SWD Basic Force Resisting System C4 C4 B3 Response Modification Coefficient (R) 3.50 3,50 3.25 Seismic Response Coefficient (Cs) 0. 151 0. 151 0.163 Design Base Shear in kips (V) 1. 18 0,516 0. 515 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steet Concentrically Braced Frame Total Wind Girts L/ C4 - Ordinary Steel Moment Frame DEFLECTION CRITERIA The mater lal supplied by the manufacturer has been designed with the foltowing minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...i BLDG -A & B Roof Limits Rafters Purtlns Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Totat Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sldesway Portal Frame Sldesway Live H/ 60 Snow H/ 60 Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Service -Level Crane H/ 100 Portal Service Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Totat Wind EW Columns L/ 120 The Service Seismic limit as shown here Is at service level loads. Material properties of steel bar,plate, and sheet used In the fabrication of built-up structural framing Members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Materlal properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yletd point of 50 ksl. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yleld point Is 42 ksl for round HSS and 46 ksl for rectangular HSS. Materlal properties of cold -formed tight gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yleld point of 55 ksi. For Canada, materlal properties conform to CAN/CSA G40.20/G40.21 or equivalent. Bolted joints with A325 Type 1 bolts greater than 1/2' diameter are specified as pre -tensioned joints In accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist -off -type tension -control bolts or direct -tension -Indicator as acceptable to the Inspecting Agency and Building Official. Installation Inspection requirements forppre-tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method Is suggested. The connections on this project are not slip critical. Design criteria as noted Is asgiven within order documents and Is applied in general accordance with the applicable provislons of the model code and/or specification Indicated. Neither the metal bullding manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may appply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This project is designed using manufacturer's standard serviceability criteria. Generally this means that alt deflections are within typical performance limits for normal occupancy and standard metal bullding products. This metal bullding system Is designed as enclosed. All exterior components (I . e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding In accordance with the specified bud ding code. Doors are to be closed when a maximum of 50% of design wind velocity Is reached. The materials by the manufacturer will be fabricated In a facility that has received certification of accreditation for the Manufacturers of Metal Bultdln Systems (AC472) from International Accreditation Service (IAS). This certification Is recognized under Section 1704 of the IBC for approved fabricators. Bullding A Is to provide longitudinal stability of bultding B sidewall B at frame line 2.9. Bullding B framing shall be structurally connected to building A In such a manner that all longitudinal forces are safely transmitted to the bulldingg A framing and bracing system. Bullding A framing has been designed to support the additional wind and seismic loads. Bullding B is to provide tongitudlnal stability of bullding A sidewall C at frame line A. Bullding A framing shall be structurally connected to bullding B In such a manner that all tongltudlnat forces are safelyy transmitted to the bulldingg B framing and bracing system. Bullding B framing has been designed to support the additional wind and seismic loads. Framed openings, walk doors, and open areas shall be located In the bay and elevation as shown In the erection drawings. The cutting or removal of glrts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplled by the metal bullding manufacturer. X -Bracing Is to be Installed to a taut condition with all slack removed. Do not tighten beyond this state. The design collateral toad has been uniformly applled to the design of the bullding. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated Loads. Any attached load In excess of 150 pounds shall be accounted for by special design performed by a Licensed engineer using concentrated loads and may require separate support members within the roof system. The rigid frame at building A frame line 1 is designed as a non - Expandable rlgld frame. Corresponding frame reactions are calculated based upon actual tributary area. The rigid frames at bullding B frame lines A & D are designed as a non -expandable rigid frame. Corresponding frame reactions are calculated based upon actual tributary area. Using 5 x 5 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined In the MBMA Metat Building Systems Manual. Downspout locations have not been Located on these drawings. The downspouts are to bePlaced on the bullding sidewalk at a spacing not to exceed 56.5 feet with the first downspout from both ends of the gutter run within 2.0 feet of the end. Downspout spacing that does not exceed the maximum spacing will be In comptlance with the bullding code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 3.3 In/hr rainfall Intensity. Drawing Index Page Description F1 Anchor Rod F2 Anchor Rod Details F3 -F4 Reaction Drawings E1 Cover Sheet E2 Primary Steel BLDGA E3 BLDG B Carry Beam Profiles E4 Roof Framing BLDGA E5 Roof Sheeting E6 Soffit Sheeting E7 Sidewall BLDGA WALLSWA E8 Sidewall BLDGA WALLSWC BLDGB EWC E9 Sidewall BLDGB WALLSWB SWD El Endwall BLDGA WALLEWB EWD El Endwall BLDGB WALLEWA E12 Liner Sheeting Elevations E13 -E18 Main Frame Cross Sections El Portal Frame Cross Section 11 FRAMELINEA-SWA E20 Connection Detail R1 -R4 Erection Guides R5 -R16 Construction Drawings R17 Trim Profiles BUTTE COUNTY r. Jl!... 0 11 2017 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES P EVI EV ED' ,OPS CODC ` M PLIANCE . DATE -f-+ -T BY f-�--�- V it, a b w 0 ,Co W El ❑ rn wi-_QW ii WVUF 0 WZ L: W O J ix W ko5c� o, Q, O(n0>_0 •3 �na04 W < P M� o Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Protect Enalneer DC Job Number. 15-B-82627 Sheet Number. E1 of 20 1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. JUN 2 1 •fl pROFEs ANk C 64613 rn * rXP 61301 .� 20>> �,rFC' en/rL �P m D 0� aa000 CA -1h. 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Q30.a ��3�� 000 0 a rM 0 0• °. m 3 r I n ^i CA ra ' 0 3" 29'-6 3" • • J 1 o n n • O N N• w 4'-4" 3" I 0 o N N •�® ••El •• W ® 0 rn i 0 v o c ( AG+ in a ca 0)c -i m _ O U) r�* m N i 0 • • IW _ (i) 6.9 cb 6 CY) CA -1h. Ci vv 7 =3ov>39: 3tc091- A :3 CD 3 0. C) CL N 3v 3 Ta 0�,0•(D0<0— �'`ocr crowo,0o0. M 0 0 0 rr Q O- 0 —c (D (D O (D N (D 0 A A 3'w 3 v LO �oCDD(1)W O.dN. 3 0 C y ct (D �m =ro3 U 0 f 'J.:3 0t0 N � < 0 r" N (A 7 (D T A 0 A N 3 Q 3 3 r►• -A (a D `� 0-�° 0 ° (n a. �(D C O( —3 3 N Cb y 3 rr C 0 (D O 0 r+^ a A X cD '. r." 0 0 a Q 6 tD a o -` (n cn rr 0 �. m 0 0 s333(nQ*g 3• `°� o o a -3o ao OE Q0 :3 (Q3000 i o (A 0. 0 (e F1 � (n a s o c= 7c' < A 0 0 3 0-0 (D p O Q.0. 3 O. cA (n (Dto ro. r+ 0 0 3 rt r3+ 3 p (M (3D Q r-O'=r0.0 A n. S Q= 3 5 rl" rr � a (1)0(b c3=r N � C a0 0 0:3 0 A p A _y 03 0.0 Q Lo 0 -- =3d 3 0 dn'O -1 rr O N 00 p (11N -A1000 A 0 3 a was �30Mo ,�0 Oi•' 0 0 3 Q 0 C N c O f 30CL 3 h (n (D ° r+ 3 = m 1 N 0 O to 3 O 3 �. 0 N Mel- 3 `�°- 0 `<p 0 0 C 0 C 0. � o C a'I." Q30.a ��3�� 000 0 a O• 0 0• °. 3 —0 we] Vl rn r ap. we AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS Specified Column Centerline �- Steel Line ±1/8" (f3mm El /4" f6mm) 0 /8" f3mm) ANCHOR ROD SETTING TOLERANCES t cc I ,—n" �o 24 in W - - TYPICAL SECTION J"O ANCHOR RODS Bottom of Base Plate * ±1 /2" f13mm) (f3mm) Base of BASE OF STEEL AT ELEV. 100'-0 *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES 0'-1 d 3" 4" N t to t N 3" W. ,,:3 _ t _ = M TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 L 1'-0 o 3" 4" N t� t N 3" W — — z � t - = M TYPICAL SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 8" d 21 3 M - c0 TYPICAL SECTION J" O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 0'-10 d 3" 4" t : N tD t N 3" W — — z t - = M TYPICAL SECTION © J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 8" d 24 3 1-8g •lV M rfl.F SLOPE O L 9» 21, 3 . 3 TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 0'-10J U. d 3" 4" V �0 t t N tC t N 3" oW z w ay) O TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 GIRT DEPTH t N � I O O 0 W z rn � V T TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 J 3" {u W �++ Z N= — — TYPICAL SECTION J"O ANCHOR RODS I » � 5 0 6" I 3" W W z N:3 — - - = M TYPICAL SECTION O J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 KO 3" W — — z TYPICAL SECTION J"O ANCHOR RODS i 3" W z _ t _ = M TYPICAL SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. PROr-E Si CC X6613 �m EXP 613012017 s� CwiL w 3 0 rte., O L � bJ V ,Do N 0 L z�o� � � � 2 0UU ® ❑ AQ �q L ZmLq 0r� Q 2 WNL y r v N o .E Q 0 a M ❑❑ U') � rn 0 W W WUUF -° Uzi O(nO�2o •3 0C14QU j O Scale: NOT TO SCALE Drawn by. GPL 6/20/17 Checked by. DCC 6/20/17 Project Engineer. DC Job Number. 15—B-82627 Sheet Number: F2 of 4 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. PROr-E Si CC X6613 �m EXP 613012017 s� CwiL FRAMED #1 USER NAMcaison DATE 6/15/17 PAGE. 1-3 mat 3012./9.25 E d 20./110./0 JOB NAME: 82627A FILE: frame-1.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *JOCATiON: OMkwm 1 NOTES: (1) All reactions are In kips and kip -ft TIME: 16; 53:33 2 Primary wind load cases aro not concurrent 3 X -bracing reactions (RBPULW and RBUPEQ) aro combined wMLWL and LEO groups only. REACTION NOTATIONS 11, e HL 1z Hi 1 L HR 1 VL V, VR •-A I •-B •-C I AAf% M4V so DrAN7VIU TAed C Min] I1JM e - i COLUMN DE TION Roof Dead Load •-A Roof Live Load COLL •-C EQ Lateral Seismic Load [parallel to plane of frame] •-B Wind from Left to Right with +GCpi LOAD GROUP HL VL LNL HR VR LNR H1 VI LN1 DL 0.0 0.4 0.0 -0.0 0.6 0.0 0.0 1.0 0.0 LL 0.1 1.1 0.0 -0.1 1.9 0.0 -0.0 3.2 0.0 COLL 0.0 0.2 0.0 -0.0 0.2 0.0 -0.0 0.5 0.0 EQ -0.3 -0.2 0.0 -0.3 0.2 t0.2 -0.0 0.0 0.0 WLt -1.2 -2.2 0.0 -1.1 -1.2 0.0 -0.0 -3.5 0.0 WL2 -1.4 -1.5 0.0 -0.9 -0.8 0.0 -0.0 -2.5 0.0 LWL1 0.6 -1.9 0.0 -0.2 -1.8 1.1 0.0 -2.8 2.7 LWL2 0.1 -1.4 0.0 -0.8 -2.7 1.1 0.0 -2.7 2.7 LWI.3 0.4 -1.2 0.0 0.0 -0.9 -1.1 -0.0 -1.9 -2.7 0.0 -0.1 -0.8 0.0 -0.5 -1.8 -1.1 -0.0 -1.8 -2.7 -LWL4 WL3 0.9 -0.8 0.0 0.9 -3.5 0.0 0.0 -3.3 0.0 WL4 0.7 -0.2 0.0 1.2 -2.9 0.0 0.0 -2.4 0.0 RS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 LS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 P2K1 0.1 0.8 0.0 -0.1 -0.2 0.0 -0.0 1.4 0.0 P2K2 0.1 -0.2 0.0 -0.1 0.8 0.0 0.0 1.4 0.0 I jOAn OR" DL DE TION Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] WLI Wind from Left to Right with +GCpi WI -2 Wind from Left to Right with -GCpI LWWLI Wind from Front to Back with +GCpI LWA.2 Wind from Front to Back with -GCpI LWL3 Wind from Back to Front with +GCpI LWL4 Wind from Back to Front with -GCpI WL3 Wind from Right to Left with +GCpi WL4 Wind from Right to Left with -GCpI RS . Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2K1 . 2000# Point Load P2K2 . 2000# Point Load FRAME ID �4 USER NAME dcafsm DATE: 6/13/17 PAGE 4-2 pf 13.5/13. main building at JOB NAME 82627A FILE: p4.fro SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION: bays 1-(Grldins C NOTES:(1) All rsac3lons aro kips and kip-fL TIME 15:03:42 2 Primary wind load cases aro not concurrent 3 X -bracing reactions (RBPULW and RBUPEQ) aro combined vftLWL and LEO groups only. HL •-LEFT •-RI HT I ^An f79H1ID 9CArM- Ml TARE F GR111A INFS • C COLUMN *-LEFT •-RIGHT LOAD GROUP HL VL LNL HR VR LNR DL 0.0 0.2 0.0 -0.0 0.2 0.0 LEO -0.6 -1.1 0.0 -0.6 1.1 0.0 FRAMEDUSER NAME: dcarlson DAiE- 6/15/17 PAGE: 2-3 ce 30./1 /13.5 20./110./0. JOB NAME: 82627A FILE - f rrve..2.11ro SUPPORT REACTIONS FOR EACH LOAD GROUP *ACA7101t GAdklee 2 NOTES: (1) All reactions ars in kips and kip -ft TIME: 18: 52:20 2 Primary wind load cases are not concurrent 3 X-brocing reactions (RBPULW and RBUPEQ) aro combined withLWL and LEO groups only. .. _ N1.*.. .,U (1iLR:.-1 HL •-A •-C I nAn nPev io RFAewne l TAF11 F GRInHNFS • w 2 COLUMN DF '�f P -VZ 1 Roof Dead Load •-A Roof Live Load COLL •-C EQ LOAD GROUP HL VL LNL HR VR LNR DL 0.2 1.0 0.0 -0.2 1.3 0.0 LL 1.1 4.0 0.0 -1.1 5.1 0.0 COLL 0.2 0.6 0.0 1 -0.2 0.6 0.0 EQ -0.3 -0.2 0.0 -0.3 0.2 0.0 v&1 -2.1 -4.2 0.0 -0.8 -3.0 0.0 WL2 -2.3 -2.6 0.0 -0.6 -1.4 0.0 LWL1 0.4 -3.4 0.0 -0.1 -3.4 0.0 LWL2 -0.0 -3.0 0.0 -0.6 -4.2 0.0 LWL3 0.2 -1.8 0.0 0.1 -1.4 0.0 LWL4 -0.2 -1.4 0.0 -0.3 -2.2 0.0 WL3 0.7 -2.6 0.0 1.8 -5.6 0.0 WL4 0.5 -1.0 0.0 2.0 -4.0 0.0 RS 0.0 0.0 0.0 0.0 0.0 0.0 LS 0.0 0.0 0.0 0.0 0.0 0.0 P21<1 0.41 1.0 1 0.0 -0.4 1.0 0.0 LOAD GRAD DL DF '�f P -VZ 1 Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Wind from Left to Right with +GCpI WI -2 Wind from Left to Right with -GCpI LWL1 Wind from Front to Back with +GCpi LWL2 Wind from Front to Back with -GCpi LWI3 Wind from Back to Front with +GCpI LWL4 Wind from Back to Front with -GCpI WI -3 Wind from Right to Left with +GCpI WL4 Wind from Right to Left with -GCpI RS . Unbalanced Right Roof Snow Load LS . Unbalanced Left Roof Snow Load P2K1 . 2000# Point Load FRAME D #13 USER NAME dcarison DATE: 6/20/17 PAGE 13-3 ce 18./12./7.75 20./110./0. JOB NAME: 828278 FILE frame -i0 a SUPPORT REAC71ONS FOR EACH LOAD GROUP M.00ATION: Grtdlnes: A NOTES:(1) All reactions are In kips and klp-fL TIME 08:15:31 (2) The sehglc 0verstren9th factor (Omega) is not Included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions. Seismic BASE -ONLY` combination reactions Include an overstrength factor of. 2.000 MPrimary wind load eases aro not concurrent X -bracing reactions (RBPULW and RBUPEQ) aro combined with LK and LEO groups only. REACTION NOTATIONS HL HR IM. IVR r-3 I +-4 1 nAn nRff11P RFACIIAN TAALF GRIDLINES • G1 COLUMN 31011 Roof Dead Load •-3 Roof Live Load COLL *-4 EQ LOAD GROUP HL VL LNL HR VR LNR DL 0.2 2.5 0.0 -0.2 1.2 0.0 LL 0.6 6.1 0.0 -0.6 2.9 0.0 COLL 0.4 2.5 0.0 -0.4 1.8 0.0 EQ -1.4 -2.0 t0.2 -1.2 2.0 0.0 RBUPEQ 0.0 0.0 0.0 -0.0 -0.5 -0.6 WfLI -3.6 -9.1 0.0 -3.0 2.4 0.0 WI -2 -3.9 -8.6 0.0 -2.7 2.9 0.0 W1.3 3.6 0.0 0.0 4.1 -6.8 0.0 WL4 3.3 0.5 0.0 4.4 -6.3 0.0 LWLt 0.7 -1.3 1.2 -0.3 -1.5 0.0 RBUPLW 0.0 0.0 0.0 -0.0 -0.7 -0.8 LWL2 0.3 -1.5 1.2 -0.7 -1.3 0.0 LWL3 0.4 -0.8 -1.2 -0.0 -1.0 0.0 LWL4 0.0 -1.0 -1.2 -0.4 -0.8 0.0 P2Ki 0.2 1.0 0.0 -0.2 1.0 0.0 RBDWLW -0.0 -0.0 0.0 0.0 0.7 0.0 RBDWEQ -0.0 -0.0 0.0 0.0 0.51 LOAD OR" RM1211l DL 31011 Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ . Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Long. Seismic WL1 Wind from Left to Right with +GCpI WI -2 Wind from Left to Right with -GCpI WL3 Wind from Right to Left with +GCpI WL4 Wind from Right to Left with -GCpI LW LI Wind from Front to Back with +GCpI RBUPLW Upward Acting Rod Brace Load from Long. Wind LWL2 Wind from Front to Back with -GCpI LWl.3 Wind from Back to Front with +GCpI LWL4 Wind from Back to Front with -GCpI P2K1 . 2000# Point Load RBDWLW Downward Acting Rod Brace Load from Long. Wind RBDWEQ Downward Acting Rod Brace Load from Long. Seismic FRAME D�3 USER NAME: dcorieon DATE 6/15/17 PAGE 3-3 co 30./12 /14. 20 /110./0. JOB NAME- 82527A Fq.E frams-.ZA.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: GAdliner 2.9 NOTES: ((1) All reactions aro In kips and klp-ft iNE16:51:10 (2) Primary wind load cases aro not concurrent (3 X -bracing reactions (RBPULW and RBUPEQ) are combined wlthLWL and LEO groups only. RFAf!i41N NATATIA M HL MAIN fOlV IP 96 A&1l tW TANIV fJ' Wnl INI'S • 2.9 COLUMN DE4df} nxim . Roof Dead Load •-A Roof Live Load COLL e -C EQ LOAD GROUP HL VL LNL HR VR LNR DL 0.3 1.1 0.0 -0.3 1.4 0.0 LL 1.2 4.1 0.0 -1.2 5.2 0.0 COLL 0.2 0.6 0.0 -0.2 0.6 0.0 EQ -0.8 -0.5 0.0 -0.7 0.5 0.0 W1.1 -2.7 -4.7 0.0 -1.2 -2.7 0.0 WI -2 -2.9 -3.0 0.0 -1.1 -1.0 0.0 LWLi 0.4 -3.6 0.0 -0.1 -3.5 0.0 LWL2 -0.0 -3.1 0.0 -0.6 -4.2 0.0 LWL3 0.2 -1.9 0.0 0.2 -1.4 0.0 LWL4 -0.2 -1.4 0.0 -0.3 -2.2 0.0 WI -3 1.1 -2.3 0.0 2.4 1 -6.0 0.0 WL4 0.9 -0.6 0. 2.6 -4.3 0.0 RS 0.0 0.0 0.0 0.0 0.0 0.0 LS 0.0 0.0 0.0 0.0 0.0 0.0 P2K1 0.5 1.0 0.0 -0.5 1.0 0.0 LOAD ON" DL DE4df} nxim . Roof Dead Load LL Roof Live Load COLL Roof Collateral Load EQ Lateral Seismic Load [parallel to plane of frame] WILL Wind from Left to Right with +GCpI WI -2 Wind from Left to Right with -GCpI LWL1 Wind from Front to Back with +GCpI LWI.2 Wind from Front to Back with -GCpI LWI.3 Wind from Back to Front with +GCpI LWL4 Wind from Back to Front with -GCpI WL3 Wind from Right to Left with +GCpI WL4 Wind from Right to Left with -GCpI RS . Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2K1 2000# Point Load NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1) GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SiDE. c) ENDWALIS (1) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2) INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e) ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. 1) X -BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2)FOR IBC AND UBC BASED BUILDING CODES, WHEN X -BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, % (3)FOR CANADA BUILDING CODE (NBC), MEN X -BRACING IS PRESENT IN THE SIDEWALL OR ENDWAL.L, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ do RBDWEQ) ARE MULTiPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATiO VaSa(0.2) IS GREATER THAN 0.45. 3) REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2014 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. THE MANUFACTURER DOES NOT PROVIDE 'MAXIMUM' LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN. N v`= Ac� V2ow N rD ( 0�' � C -TLC) t-�s out; Lal r� pR0 SS ti . C 64613 M EXP 613012017 CIVIL r L1 S 0 0 CD CU CU r- _ s s �$ w a pp a r !r p% C w Z 06 33 y N P O v�Y i paa so .* 3w w 4 $ o� oq N O rn q4 Q � oa V N� � �C � �8a p � 3 C 3Q� Y ? d v � N 1 N s 1 7. v3Q $8 S 8a$ aa3 a o as �,a ,, _St $ AX$�� C Y 5 0 00 I+ I+ I+ 1+ o �) NO 5 a Z ?C 4 N s � � u � N d R Q QdO O pC Y _ _ J 1Y W 7 3� • N I¢ o 1-4 'O CA h N N j u r M z o 0 D vOv 3 2 9 z -- - ct _rt O S erg n C SS g 0 00 r' r °Q ate ! 1:2P �u ooia z rS � dos o.a woo 41 _ v O 9 � 2 o c 7 3 3 o s JR i m 1 N QN J 0 o 3 0 0 3 o v° o b cc Revision Date Description By Ck'd o �� 9 ,� o -a a o• o 0 4 GARCO BUILDING SYSTEMS `? c .y g--�. 0 o ° N 2 4 0@UT@(D 2714 S GARf1ELD RDL, AIRWAY HVGH75. WA 99001 t r o Q�j o 0 -0 3 PHONE (844) 840-4603 c o o 0 z Q o a ny c o `, n S• o Customer. Project Name & Location: Q�o0E `° y Ie — p- 0 _ o . 0 v J G STEEL ERECTORS KENNY COLLINS o ,o B Q• r fA 0 �' v n r o 11720 DORI CT 428 BLOCK RD �l33N�`�N r A 57 CX 0 s" Z N _n °D MARYSVILLE CA 95901 GRIDLEY CA 95948 CA :� �, �' 0, o Q o NF- 050 JACOB GENTILE °� � n. 3 .� � N No No Drawing Status: Prelimfnory • .__ - � m aao 0 pp o \ ❑ (Not For Construction) ®For Construction Permit ❑ (NotFor AForoColnstruction) [:]For Erector Installation s J O� iairo:►o,b,�woov�:�ia [JOOO�N � p000 �I.tw � �N 00►tW NC OmJt)IOOm V 00000� N Nt1�NON�.0DO000C pp0000 O O O N N N O O N O 0 0 1 N N I D 1 1 1 1 1 1 1 1 S � O jV V+N�apjv0��1.� O VN W V�ip�WOOVJ No ...00tO � �_.WNOSOs � w J� � 0000000000000 O O O O G O O O p O 0 0 0 p 0 0 0 C C O O O O C O !p O C C C� O C O 00�-'N�-' NOw�J000000 0000I710UNOOOtJ�NC000 0 00iOC-' 0 0 0 0 0 N.+ 0 W 0 000)J�ONN 0 0 0 0 0 0 ;` O W W O O O O O O O O O O O O O O O O v 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S 0 0 CD CU CU r- _ s s �$ w a pp a r !r p% C w Z 06 33 y N P O v�Y i paa so .* 3w w 4 $ o� oq N O rn q4 Q � oa V N� � �C � �8a p � 3 C 3Q� Y ? d v � N 1 N s 1 7. v3Q $8 S 8a$ aa3 a o as �,a ,, _St $ AX$�� C Y 5 0 00 I+ I+ I+ 1+ o �) NO 5 a Z ?C 4 N s � � u � N d R Q QdO O pC Y _ _ J 1Y W 7 3� • N I¢ o 1-4 'O CA h N N j u r M z o 0 D vOv 3 2 9 z -- - ct _rt O S erg n C SS g 0 00 r' r °Q ate ! 1:2P �u ooia z rS � dos o.a woo 41 _ v O 9 � 2 o c 7 3 3 o s JR i m 1 N QN J 0 o 3 0 0 3 o v° o b cc Revision Date Description By Ck'd o �� 9 ,� o -a a o• o 0 4 GARCO BUILDING SYSTEMS `? c .y g--�. 0 o ° N 2 4 0@UT@(D 2714 S GARf1ELD RDL, AIRWAY HVGH75. WA 99001 t r o Q�j o 0 -0 3 PHONE (844) 840-4603 c o o 0 z Q o a ny c o `, n S• o Customer. Project Name & Location: Q�o0E `° y Ie — p- 0 _ o . 0 v J G STEEL ERECTORS KENNY COLLINS o ,o B Q• r fA 0 �' v n r o 11720 DORI CT 428 BLOCK RD �l33N�`�N r A 57 CX 0 s" Z N _n °D MARYSVILLE CA 95901 GRIDLEY CA 95948 CA :� �, �' 0, o Q o NF- 050 JACOB GENTILE °� � n. 3 .� � N No No Drawing Status: Prelimfnory • .__ - � m aao 0 pp o \ ❑ (Not For Construction) ®For Construction Permit ❑ (NotFor AForoColnstruction) [:]For Erector Installation s O� iairo:►o,b,�woov�:�ia [JOOO�N � p000 �I.tw � �N 00►tW NC OmJt)IOOm V 00000� N O O O N N N O O N O 0 0 1 N N I D 1 1 1 1 1 1 1 1 S � O jV V+N�apjv0��1.� O VN No ...00tO � � � w J� � 0000000000000 bO00000000000 e — DENOTES: CUP LOCATION SC90 AT 8" PURLINS SC92 AT 10" PURLINS SC94 AT 12" PURLINS ZEE SECTION LAP TABLE SYMBOL LAP LENGTH SYMBOL LAP LENGTH -0'-01" T 2'-5i" 0'-37 V 3'-1 J„ 1'-5j" REFER TO CF01122 s -t 4 . �8" "P " X12 ga. clip similar (4) J" Bolts at each end Connection detail applies to simple span purlins at Frame 2.9 attaching to purlins at buildings B. Purlins stop 3"t from support purlins (2 1/2" flanges). Note: All purlins attach to support purlins. DETAIL "A" VALLEY PURLIN CONNECTION DETAIL SWC EWC. 8— w U- 0 D O 0 I —0 6-1 LO I I �I I 1P M. 28'-0 OUT OUT OF STEEL 13'-6 12'-0 2'-0 Q J P-22 (TYP. 8X2.5Z16 P-23 8X2.5Z16 P-15 PC80 (TYP) 8X2.5Z16 KBA1 B (TYP) P-14 (TYP.) 8X2.5Z16 I KBA1 C & I KBA1D (TYP) 2.9 16'-0 OUT OUT OF STEEL 2'-0 8'-0" BRIDGE 8'-0" 0 Z f — r J mm YY. 4 to —e I\\ KBA1 DA(TYP) KBA1 E//& I 1 � I • \\ oz/� N � KBA1D �TYP) 1 \ � Q \ 8X2.5Z76\ / 1 Gy �3 •\\ / e \�0 �o/�� OVER—FRAMED mm' \ a 81 sy AREA ABOVE Y Y Yv SHOWN SHADED .,/ P-20 \ / \ 8X2.5Z16 / �.,\ , n 1 \L CD \0 / \ N o co to x \C4 C4 KBA1B (TYP) a axo . P-21 8X2.5Z16 1 _ / \\ \ co P-18 8X2.5Z16 O \ ( z D'G "B of I \\ BLD'G "A" / 1 . . Ln o \ / SEE m n=- / (R�P2�RP1 M r O P-17 \\ (TYP)BLDG "A" O URL NS I LL CZ 4 P-16 / e\O 1 'vim o �_ I 8X2.16 Q Q Q a Y YY / \\ (n n 0 N N �= NQ w 0° w o a. 00 L x4xi F- Q N m MWS1 / oc = w >- 9050 / \� O'��p,P UN� N x �m � KBA1 do [15w a w M KBA1 A (TYP) / a 0 z (1) w GC1 GC2 8X3.5C14 8X3.5C14 ROOF FRAMING PLAN BLDG "A" 0 O (b b ROOF FRAMING PLAN BLDG "B" cat O I N G) t. M EXP 6/30/2017 (P�'�T,. CIVIL P --43 rOcFc+-3U1 C UI 3'P " 3'3'O N`< to ,,i mxcmmnc+(n- 0- PM(0 3 -h-hscFP N(30 0CCM-Cm 3 -cF3m3-QW Ln (0 c+ e+ UI -- C S 3mo c+Q.O-PX M '313 O - 3 -- UI Q P -t) 0-:3 Q (A P o(o<+-s 7C e+3-CI- * 73mm '< N O 9- :3 M 0-UIQ 3< D r 0 n0*M0(D `<CL z O 3 �-Qc+P 3'c+Uli 3t --Pm -C+ D 3-0 -- f 3 (O c+ 00s 30-U13m0 0 � ^ p 0c+ 03P(303Q3 X C V Oo V N V OD cF c+��v V NI rri V O VmU33`_ �WOnve+P-3OD c O03U-1-3 0 0 I J I m m Wm3Q -03" (0 -N 0 m C rn m C -3U c+3nmttc+X .0 -) D n 3P-UIQ.-Q03' (n \ UI P 'D UI 3 O f m UI -0� 0 D vnn� 3o363Q p p U) 0m�0�� C C 30'0--4P«(0cFc+OQ33 D 7 QcFoO O 3 Q c+ cl- m cF cF QU C7 WD 73" O UI -- O PQPC cFc+cmPnc� -- s 7 C+ X 3 P C+ to �mQc+nmc+. Omm -- 3C+Zrm3me+o3cF ci-3"QUI Q03m3' M m- 3 UI Q m 3 -3 Q U1s U1 3 9-0 3 OM :7-'3 -P-cF P30 c+33 i=< o �c C (o m — —M c+-b X c+ -h P 3' Pnn3'mn3mm nom—mmo 3 e+Qm 3 c+Qc+3P QmQ W- 'i ' i O s33 M c+ -3 m DP 3 3' cF m (0 M 3' 3 m D�CIO O �o -U -V -o_U� 15'-0� v o z z z z o �DD DDO 18'-11 Krnm mrnrn ozzzzo �C rrrr �mmmm-n r- r- r-r- �Cn cN000���m ilAOo m oArnZ ��XrM =ZX a D 11 >O it Z II c) M0 rnov I i rn0-iM r119,0x� r��11Nz D s� arl r-� n r � N 1 u u I i O I i k i I v 3.2 : 12 v 3.2 : 12___ SLOPE I SLOPE 00 O I of N � >c cn X m M Z v c� y -n p -v (n rn r rn� z o� m� I i oD � ^z P v N 00O N k FT 16'-11 15-1 rnv�-vv� 18-11 z oy�13-013-0zz zz r. mm mmrn ti 11'-1" 11'-1" c o n n r= 0 0 0 0 O o 0 0 ilA00 rm rrn z ,m- n oma. °r. °. °D• W `I°- b 7�-2" 7�-2» ll (n > D o 0 F o or m o rn (� TSS FY 5'-3" I 5'-3" �605� dr (A J m czi M 11 0 v 11 0= y (n Z rn '10 01 4'-0" I 4'-0" * °; °f- I� i w v m m F1z�rn> rn a= w � O It tl N rn = I P 4&-00 4!-0" t' (n II r O.. C-1 I �: i ('' rrn 0 r (�* w m l z (I rn mri � o I � � I a � off' v :.rn. cn o 0 0 rn N �°'. (3) XXXX k p r � a co N) I -la p Ln a) r. -0 J M N c z O v r_ mv-o _o-0X a v o) r. m m rz*m m - O rrrr >C k -4000m �_0 �rn� Z ztl 0n0 M R (A U)m owl I D A, n r - RE jS °^ 7 1 O o o� j� 0 3 0 v M oQ o o o CARCO BUILDING SYSTEMS Revision Date Des crip tion B Ck d k ✓ o.+-Q oo-1 P Y _< w ► o o CD m: Z c ., a QuTk��g 2714 S. GARFIEL D RD., AIRWAY HE76HT.� WA 99001 t- o -� + r-. o o c �+ A N 0 (13 =. 5 c o n� PHONE (844) 840-4603 C� ,r` l� ��a(br-:cCnD0-CI Q `Q `S Z ocoa �a)c Cb S. N � � � 0 3 � � � � Customer. Project Name &Location: to � `� ° � > o y J G STEEL ERECTORS KENNY COLLINS d '�� R •' 010 M 3 ( 3 a - o (j v r 11720 DORI CT 428 BLOCK RD �33N `�N c.�� �• -� Q. o m y 1 a, 0 0 S N? 0� CO) M i n n MARYSVILLE CA 95901 GRIDLEY CA 95948 r' _. o 0 o aD CD JACOB GENTILE -o on �- 3 P � o N J \ ^� Drawing Status: Preliminary For Construction Permit c� c o X _ ❑ (Not For Constructlon) .,(naaQo 0 ' `D � � o o. � � For Approval For Erector Installation N ❑ (tyot For Constructlon) ❑ SOFFIT SHEET! PANEL TYPE = PBR (S2( PANEL COVERAGE = 3'- (1) F8! SOFFIT SHEET PANEL TYPE = PBR (S2 PANEL COVERAGE = 3', 2' -Ow 0 I N SOFFIT SHEETING SOFFIT SHEETING PANEL TYPE = PBR (S200) PANEL TYPE = PBR (S200) PANEL COVERAGE = 3'-0w PANEL COVERAGE = 3'-0w SOFFIT SHEETING PLAN AS VIEWED FROM ABOVE ROOF Swc EwC —a L`3 S / � m '201 r .I ED270302 SECT. "A" Job Number Mt—e-"Jambs to Portal Frame Rafter 15-2627 Jul'16 00 Eave strut —"�l Portal frame He Jamb f 0.178 Clip with (4) 1/2" A325 bolts x U O x SECT. =N »A 06 E-1 8X3.5Eh 4 N N p O M N U- 40. N AVP WALL PANELS PANEL COVERAGE = 3'-0 COLOR = S200 PANEL PKG. REQD. = AVS -5 Field Cut Panel and Trim as required per Construction Details 6" 6" N N� E-4 vc 8X3.14 G- o-SC54 8X2.5Z16 K2.5Z16 '%-- SC54 GC4 1 d) d) CF1 B CF1 CA CF1 EA ELEVATION "SWA" BUILDING "A" F406-1 WALL SHEETING ELEVATION "SWA" BLDG "A" 6" REFER TO DETAILS ON INSTALLATION OF WALK DOOR. REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. CI -292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS. PC30- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. !� T— o 00 U- v c0 pROFE.. �� LLJ ry' C s 461 m ; EXP 6/30/2017 M Idr-�9T , C1Vil R SCHEDULE OF ACCESSORIES NO. REQD DESCRIPTION 1 9'-0 X 8'-0 FACTORY LOCATED FRAMED OPENING 1 10'-0 X 10'-6 FACTORY LOCATED FRAMED OPENING 1 10'-0 X 8'-0 FACTORY LOCATED FRAMED OPENING 3 2'-0j X 2'-01 FIELD LOCATED FRAMED OPENING 2 8'-0 X 4'-0 FIELD LOCATED FRAMED OPENINGS 1 3070 PRE -ASSEMBLED WALK DOOR REFER TO DETAILS ON INSTALLATION OF WALK DOOR. REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. CI -292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS. PC30- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. !� T— o 00 U- v c0 pROFE.. �� LLJ ry' C s 461 m ; EXP 6/30/2017 M Idr-�9T , C1Vil R —e DENOTES: PIPE STRUT. ATTACHED WITH ! O X 1 i" A325 BOLTS. EWB SWC EWC EWA 2'-01 R1NP HC11 X tJ R�yq co 8X2.5C16 '0 X LO C4 o N (� A U N I oxo �-' �' oxo N HC11X G-11 j8X2.5C16= 8X2.5Z16 rn I L.L: bd ENLARGED VIEW OPENING 'A' AVP WALL PANELS PANEL COVERAGE = 3'-0 COLOR = S200 PANEL PKG. REQ'D. = AVS -6 Field Cut Panel and Trim as required per Construction Details N N 00 M N Co to U- U - CF1 HA 12 1NVN 0R R�A O •SC54 G-11 8X2.5Z16 PC78A G-10 8X2.5Z16 rn 0 G-10 GC4 PC22B 8X2.5Z16 16'-0 R�y� SC54 PC7 PC22B ELEVATION "EWC" BUILDING "B" PC22B PC22B W8X10 BRACKET -SEE .-DET."ONE" SHT E2 E-5 PSW3X 8X3.5E14 P6X10.78 G-5 GC4 2'-0 d 2.9 CF1 H B CF1 EB 8X2.5Z16 G-5 8X2.5Z16 12'-0 E-6 8X3.5E14 G-6 8X2.5Z16 G-6 8X2.5Z16 CF1 CB ELEVATION "SWC" BUILDING "A" 13'-6 CF1 A WALL SHEETING ELEVATION "SWC-EWC" BLDGS "A & B" 6" BACKLAP APPROXIMATE MEMBER WEIGHTS = O I W N x R1HA PC22B w of 58 O I et N PC22B 0 I AVP WALL PANELS PANEL COVERAGE = 3'-0 COLOR = S200 PANEL PKG. REQ'D. = AVS -6 Field Cut Panel and Trim as required per Construction Details N N 00 M N Co to U- U - CF1 HA 12 1NVN 0R R�A O •SC54 G-11 8X2.5Z16 PC78A G-10 8X2.5Z16 rn 0 G-10 GC4 PC22B 8X2.5Z16 16'-0 R�y� SC54 PC7 PC22B ELEVATION "EWC" BUILDING "B" PC22B PC22B W8X10 BRACKET -SEE .-DET."ONE" SHT E2 E-5 PSW3X 8X3.5E14 P6X10.78 G-5 GC4 2'-0 d 2.9 CF1 H B CF1 EB 8X2.5Z16 G-5 8X2.5Z16 12'-0 E-6 8X3.5E14 G-6 8X2.5Z16 G-6 8X2.5Z16 CF1 CB ELEVATION "SWC" BUILDING "A" 13'-6 CF1 A WALL SHEETING ELEVATION "SWC-EWC" BLDGS "A & B" 6" BACKLAP APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1HC 58 R1HA 162 R1HB 58 N r- CL292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS. PC30- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE SIDEWALL COLUMNS, AT ALL GIRT ELEVATIONS. N N O O N M to U- LOi. �r N r- UN ;�-o d fb A. AP l C6461- v m EXP 0/30/2017 CML C E t �. APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CF1EB 215 CF1EA 219 R1E 258 RF2A 58 Im 12 3.2 f— - l�J CF1 EA SWC EWC EWA 30'-0 ELEVATION "EWD" BUILDING "A" (i) CF1 EB o� 2'-0j 2'-0 1 t1� H�g12'1 BGC1 A - ENLARGED VIEW 'B' OPENINGS R1 PA O PC81 L G-7 PC22A 8X2.5Z16 = iv PC811-- 8X2.5Z16 PC22A ww I w o PC81 L cli PC22A 1 37 CI -292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE ENDWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS. AVP WALL PANELS PANEL COVERAGE = 3'-0 COLOR = S200 PANEL PKG. REQ'D. = AVS -1 Field Cut Panel and Trim as required per Construction Details N N O O M N L- U- HC11X O I BEVELED QTY. SIZE TYPE WASHERS WASHERS WASHERS �* H 11 I A325 B&N 8X2.5Z16 0 8X2.5C16 LO J M 8X2.5C16'—' a 8X2.5C16 -j 'I U Lq x C) O U U LO v Lq x N x M_ U r - U Cq UOOI N N UOO N oxo > N O 00 N x 1 Jj8X2.5C1 6 8X2 5C16 G-7 G-7 8X2.5Z16 8X2.5Z16 o� 2'-0j 2'-0 1 t1� H�g12'1 BGC1 A - ENLARGED VIEW 'B' OPENINGS R1 PA O PC81 L G-7 PC22A 8X2.5Z16 = iv PC811-- 8X2.5Z16 PC22A ww I w o PC81 L cli PC22A 1 37 CI -292- FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE ENDWALL COLUMNS, AT ALL GIRT ELEVATIONS. REFER TO DETAILS. AVP WALL PANELS PANEL COVERAGE = 3'-0 COLOR = S200 PANEL PKG. REQ'D. = AVS -1 Field Cut Panel and Trim as required per Construction Details N N O O M N L- U- 12 13.2 (1) RA 1, 1�iI97712,1 R1ge RA1,j N �712,1 8X2.5C16 O I BEVELED QTY. SIZE TYPE WASHERS WASHERS WASHERS �* p` G-7 I A325 B&N 8X2.5Z16 0 8X LO J M 8X2.5C16'—' x x n -j 'I 101 M 58 GC4 8'-0 12 13.2 (1) RA 1, 1�iI97712,1 R1ge RA1,j N �712,1 SPLICE BOLT TABLE CONN. BEVELED QTY. SIZE TYPE WASHERS WASHERS WASHERS A (4) j X 1j I A325 B&N 4 0 12 13.2 (1) RA 1, 1�iI97712,1 R1ge RA1,j N �712,1 -PC22A -PC22A PC81 R -PC22A PC22A (:b & & CF1 A CSW2A CF1 B 5x-= FLG. /0.134x0'-10= WEB ELEVATION "EWB" BUILDING "A" 6" BACKLAP ` F406-1 WALL SHEETING ELEVATION "EWB" BLDG "A" 6" N N N M Lei. IOi N .-- APPROXIMATE MEMBER WEIGHTS 8X2.5C16 O I 238 CF1 A A 8_X2 5Z16 CF1B 176 R1AA 8X2.5C1 LO J M J 8'-0 -PC22A -PC22A PC81 R -PC22A PC22A (:b & & CF1 A CSW2A CF1 B 5x-= FLG. /0.134x0'-10= WEB ELEVATION "EWB" BUILDING "A" 6" BACKLAP ` F406-1 WALL SHEETING ELEVATION "EWB" BLDG "A" 6" N N N M Lei. IOi N .-- APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT CSW2A 238 CF1 A 176 CF1B 176 R1AA 160 R1AB 115 R1BA 160 R18B 101 RF2A 58 U J: ` 9<1 E. w C 6461 m a EXP. 6/30/2017 cS'>gT CIVi%- F�,�r� r of D r r V) M M z 0 M r rn D 0 z s M D s rn 0 rn C � ?t D CL ar D z O 0 r 0 'U O D 2 `° JOO;U:* p vrDD a I! Mr- v?Dn n r:3 z p I o Crm- � N AOO(n (1) F830-2 (2) F620-2 (1) F482-19 13'-71 4'-5j \ � 5'-2j I CA 4'-5j ------------- (1) F482-19 13'-74 (2) F620-2 (1) F830-2 rn r C < D F :=IZ 0 G7 z CD rn s C7 X 2 D M r Co m c < D v � 20 0 z D 0 N I o moo-. 018- � V n�D Morroo m D N N 0 z ODOrn> m�r—D D Z C m z rNz N N to N D Q7 Dmm -10A Fez M.0 M t r1I-_A CA\T UVUI U'r 4'-0 4'-0 2'-1 o 3'O30'CID 36' a o o GAR CO BUILDING SYSTEMS o rn Cb :° Qr o �� to C) aS��� o -2,�n cn CD Z CA L CJS A p fe I� M— O I N � I I O 0 Oanpp��M0 � Q Cb .1 �4 5. 0 M cx n to C 0 " ce I r r 3. J G STEEL ERECTORS V-0 9X2.5 N=��(Ap-63* J 11720 DORI CT .^� CSD »�ao0aIron y J (A GRIDLEY CA 95948 X o' a- JACOB GENTILE I OD 0 0 D L" N P cp D U3pp.—'o•�3_ p N (�D C 7 0 N v V): 0 M rn r C < D F :=IZ 0 G7 z CD rn s C7 X 2 D M r Co m c < D v � 20 0 z D 0 N I o moo-. 018- � V n�D Morroo m D N N 0 z ODOrn> m�r—D D Z C m z rNz N N to N D Q7 Dmm -10A Fez M.0 M t r1I-_A CA\T UVUI U'r 4'-0 4'-0 2'-1 o 0 0 N N N TNT W W o GAR CO BUILDING SYSTEMS 10 C7 'D n to C) 00 1 CD O'jcNp CA 60 CJS OD X O I N � j N I M 0 N.5 Project Name & Location: COY) 14r r r 10'-81 J G STEEL ERECTORS V-0 9X2.5 �� J 11720 DORI CT 428 BLOCK RD CSD D y MARYSVILLE CA 95901 GRIDLEY CA 95948 X o' Iiv JACOB GENTILE OD 0 0 D L" N P cp D D mornoo 1;7m>�N -44=0 I z m�0DN D Z C m z FPzN (n cn Nvw Dmm -40A r z rq M o o GAR CO BUILDING SYSTEMS N N N N N CU Co C13 0 mornoo 1;7m>�N -44=0 I z m�0DN D Z C m z FPzN (n cn Nvw Dmm -40A r z rq M A (7 C) N N N N N N W W W Revision I Date Descrip tion o o GAR CO BUILDING SYSTEMS O Q 2714 S. G4RRELD RD., AIRWAY HEIGHTS, WA 99001 C 'z PHONE (844) 840-4603 o- � � X M Z 0 Customer. Project Name & Location: r r y J G STEEL ERECTORS KENNY COLLINS �� J 11720 DORI CT 428 BLOCK RD CSD D y MARYSVILLE CA 95901 GRIDLEY CA 95948 X o' R. JACOB GENTILE Drawing Status: Preliminary For Construction Permit ❑ For C (Not onstrucfion) D D ❑For Approval For Erector Installation (Not For Construction) ❑ A (7 C) N N N N N N W W W Revision I Date Descrip tion By I Ck'd t t F F- D � � M M 0 q �� J O D CSD D D W X D D M M _ _o v v O OD G7 2 M 3 U) By I Ck'd t t F F- i I. Q-°-rm- D I rn - o m m �z CL m r a � C)Or 3 0 ;�0W w:'nnAC 23oo>y Q. it �mr a �� II D US z I I M v r v G7 v7 M O LJ� o A ALO co r v G7 CU s A c -p -+ -n a �Q r- a c �orZ r.�rr 30��0W ;rnnAc n Q PC)DD �o • r-0 3allarnF �n D `r°►3 CD wZ -I m to 0 OD fTt 0 U) 11'-10 11'-10 11'-10 11'-10 11'-10 I I 11'-10 11'-10 I 11'-10 I 11'-10 11'-10 11'-10 11'-10 Q r. r- r 3 Q �JU0CU 0mIIAC chi Q v0DD • j Q•II yrnrr- a IID CAZ -m v,•a :vr�* ocrn 0 � -fl c a Dgym Q. L r D (. c NoorZ r.orr o oa�o 'C)n r41c O Q *0y> 00 a M i— VMa) D h3 cn wz 11'-84 (1) F514-3 I I IL 3'-8 r � Z M N U) 3'-8 M I 1) F514-3 0 o (b "' M r rri i D -C157F514-3 o 2714 S. GARf1ELD RD., AIRWAY HEIGHTS, WA 99001 @EF@(D z I c -' 3'-8 D I o I PHONE (844) 840-4603 ( w .n c �D o. z arm- D c,Dorrn .+Xr-r o ooaoo �;mll�c 0 00-0>> 0 a•n �Mrr- -vim lI D v5 B c°Di� wz m iw Zo to i* o crn Revision I Date Descrip tion By I Ck'd �033o�3ov51 Q � o s o 4 GARCO BUILDING SYSTEMS ,� Q Q W o �`.< :3 — c ,-. co O � Q o (b "' o- o �- 0 S a o 2714 S. GARf1ELD RD., AIRWAY HEIGHTS, WA 99001 @EF@(D o 0 0 �D '-0 0 C to `� c 4 PHONE (844) 840-4603 <3"0QQ.O�Q r. o a o Q.� (b �` 3 tr _. Bio• 2 I Q' A A �, o rn O Customer. Project Nome & Locution: c Q ' y J G STEEL ERECTORS 1428 KENNY COLLINS ,o ,� - w0 Mooc v,» 11720 DORI CT BLOCK RD o ,o 0 3� w S Q- Q `*1 3 m v o 0 MARYSMLLE CA 95901 GRIDLEY CA 95948 — S r• CD o c `3 `� c; -ho ot i oD JACOB GENTILE Drawing Status: remnary For Construction PermitO ❑PNot `�o 0Q 3 vo .., ;3 r*.— , VU) For Construction)cQt `° o o For Approval For Erector Installation ❑ (Not For Construction) ❑ Q. Revision I Date Descrip tion By I Ck'd I. OY/PROJECTS\XDS—V7-00-00 FRAME = Active/EN G/15—B-82627/ver01—dlcarlson /Bldg—A/Drftg/x01L Active/EN G/15—B-82627/ver01—dl carlson /Bldg— A/Drftg/x01R 6/15/17 16:53:33 6/15/17 16:53:33 OY/PROJECTS\XDS—V7-00-00 FB SET = Eng/15-8-82627/ver01—dlcarlson/Bldg—A/DRFTG/x01L Eng/15—B-82627/ver01—dicarlson/Bidg—A/DRFTG/xO1R GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. ** DENOTES: CLIPS AT FLANGE BRACE CL196 & CL199 AT 8" PURLINS/GIRTS CL197 & CL199 AT 10" PURLINS/GIRTS CL198 & CL199 AT 12" PURLINS GIRTS C5 `` 12 3.2 r^ 1',Ar 5p X 0.25 26.0 X p.156 1p1 ZO X p25 5•� 11'-4 CSW2A Sxl=FLG. /0.134x0'-10=WEB CROSS SECTION AT FRAME LINE "1" X10 12 — 13.2 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1 AA PLATE SIZE TABLE 115 R1BA SPLICE BOLT TABLE 101 CONN. 58 CF1A LOW SIDE HIGH SIDE OTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS 6 X 0.375 X 0'-10 u) o !n l A B 6 X 0.5 X V-6 6 X 0.5 X 1'-51 (8) J X 21 A325 B&N 8 0 C 6 X 0.375 X V-41 6 X 0.375 X 1'-4J (8) X 2" A325 B&N 8 0 D 6 X 0.375 X 0'-10J N C O E 10 X 0.375 X 0'-11J 0 (4) X 1J A325 B&N 2 0 F 6 X 0.5 X V-1 0J 6 X 0.5 X 1'-51 (8) J X 2J A325 B&N 8 0 G 6 X 0.25 X 41 W05:0w (2) J X 2" A325 B&N 2 0 12 3.2 r^ 1',Ar 5p X 0.25 26.0 X p.156 1p1 ZO X p25 5•� 11'-4 CSW2A Sxl=FLG. /0.134x0'-10=WEB CROSS SECTION AT FRAME LINE "1" X10 12 — 13.2 APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1 AA 160 R1AB 115 R1BA 160 R18B 101 RF2A 58 CF1A 176 CSW2A 238 CF1B 176 L4 m �, _ � o .a b a i O w 0 c a� m The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. ?ROF�. J C 6461.: �' m l EXP, 6/30/201; ��'' C/Vik- w 3 ,Co � � O o J Z Z 4- u) o !n l E a� z00 ®❑ Ix w } v Zm01)J Va a Ic�0 C7 N C O ,C .E Q 0 4 Lz .- O L0 F- O 0 C-) LLI o:� 0 n W05:0w o, Ou) O U) m0 N .3 O �< Scale., NOT TO SCALE Drawn by. GPL 6/22/17 _ Checked by Project Engineer. DC Job Number. 15—B-82627 Sheet Number. El of 20 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. ?ROF�. J C 6461.: �' m l EXP, 6/30/201; ��'' C/Vik- OY/PROJECTS\XDS-V7-00-00 FRAME = Active/EN G/15-B-82627/ver01-dlcarlson /Bid g-B/Drftg/x13L 6/15/17 12:41:06 OY/PROJECTS\XDS-V7-00-00 FB SET = Eng/15-B-82627/ver01-dicarlson/Bldg-B/DRFTG/x13L 'GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. ** DENOTES: CUPS AT FLANGE BRACE CL196 & CL199 AT 8" PURUNS/GIRTS CL197 & CL199 AT 10" PURUNS/GIRTS CL198 & CL199 AT 12" PURUNS GIRTS F - x 0 m x a w 0 i N CARRY BEAM - SEE SHT E2 FOR CONN. DETAILS— m LL: O � — 12 12 1 -/ 0 6 ** oR FS �S CARRY BEAM - SEE SHT E2 FOR CONN. DETAILS � S 1' �,- 4 AIS, \�8 �S NS o S L3 J b CF1 HB CF1 HA CROSS SECTION AT FRAME LINE "A" 4: m Li: O APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1 HC 58 R1HA 162 R1 HB 58 '. U J/ 2 1 EXP 6/30/2017 �9l CJV Il. z Fri c% cn ;0 D D z .D 4 co co O 00 .t a)z X0 <m� ;0;0 Re R° Re o v r- � 0 r m m -< Fn z 00 NCo to topFn c;O to to to C �; m z U v Xv 00 D m m C) N N o I mo Z= o 0 - m z v_o M c c 00 ;C: mz 1 1 C C Z czi mN ZD o 0 Z z (n m mZ V);0�7 WD D >D ADD to r. (nZ M M M 0 -n 0 O n n Z> j A t0 (11 CU IMS W J N U1 N I � W � N a4 I� a< A � c O (T Ln co ca 1 O co W m 0 `a R* z l a ce to 0 0 MM ,o w v rrI aD oCU � Dm X O O O =< N 1n rto �p x N N N r D Cl) rt (P r. z 000 (� zm; W Z U) co M-i W rn m DNS oa V N -n O N i a A 0 W O 7 2 *# a T� to 'A� x > r >o L 2 # _V N 0 00 v nO ;Um Z 2 * 00 O < ' ip * 4' En N V) o, M 'ks k' -_, 0U)0 Z zmcn; \ v = .{ o mem 00 \r� N N D VN 01 m �2* r 0 m M s �2 * 0 .�* ��Aj Q Cb Cit* aO �\ Cb F F X�1'"f NTS A j O 4'-0 12'-0 EAVE HEIGHTco RE T o' 0 3 0 3 0 -°o 51� o s Revision Date Description By Ck'd l n 2 o ,�,e' = ,� o� -� v o 0 0 o GAR CO BUILDING SYSTEMS .+ O Cb n Zi i O 0.5:51,0 ° 3 (b y z c .0,. R. 3 O 2714 S. GARFlELD RD., AIRWAY HFlGHM WA 99001 p� , o c c II <n 3 S 3 c Q 3 �� PHONE (844) 840-4603 ( o. C0 C: = = o o. �, o C Customer. Project Name &Location: to 1< ° 0 o y J G STEEL ERECTORS KENNY COLLINS c > > n o o c (a �" 0 11720 DORI CT 428 BLOCK RD tom3mo--, 0 1 v 2J33�`11� �� o- :3 tQN `-: y m °i° 0 n MARYSVILLE CA 95901 GRIDLEY CA 95948 :-' � a, _ --% 0 o v N JACOB GENTILE to 05-0 a 3 3 . 3 °. N Drawing Status: Preliminaryf-f"For Construction Permit co c o r► o-o v ❑ (Not For Construcfion)ksl o `b a o- o. CO o For Approval For Erector Installation ❑ for Co�sfrucflon)Consfrucflon) ❑ D O X D y 7C M v � N � � V1 _ fTl C) V 7 OY/PROJECTS\XDS–V7-00-00 FRAME = Active/EN G/15–B-82627/ver01–dlcarlson /Bldg–B/Drftg/x11L nv/PRn.iF[TS\xDS-V7-00-00 FB SET = Eng/15–B-82627/ver01–dl carlson /Bldg– B/DRFTG/x11L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. ** DENOTES: CUPS AT FLANGE BRACE CL196 & CL199 AT 8" PURLINS/GIRTS CL197 & CL199 AT 10" PURLINS/GIRTS CL198 & CL199 AT 12" PURLINS GIRTS SPLICE BOLT TABLE QTY. SIZE TYPE HARDENED WASHERS (12) X 2J A325 B&N 12 PLATE SIZE TABLE CONN. 2 0 LOW SIDE HIGH SIDE A 6 X 0.375 X 1'-0 12 B 6X0.75X2'-10J 6X0.75X2'-5 C 6X0.25X4J D 6 X 0.375 X V-64 6 X 0.375 X 1'— E 6X0.75X2'-6A 16X0.75X2'-5 SPLICE BOLT TABLE QTY. SIZE TYPE HARDENED WASHERS (12) X 2J A325 B&N 12 0 (2) J X 2J A325 B&N 2 0 (8) J X 2" A325 B&N 8 0 (12) J X 2J I A325 B&N 12 0 6/15/17 13:07:48 CARRY BEAM – SEE SHT E2 FOR CONN. DETAILS - CF1 M B 12 12 �4 CARRY BEAM – SEE SHT E2 FOR CONN. DETAILS? CROSS SECTION AT FRAME LINE "D" CF1 M A M u: W o APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT R1MA 171 R1MB 171 RF3A 38 CF1MB 318 CF1MA 310 m 0 O w g � U D J 03 _ ! �U) U) A 'K °0 EZ�a a. � ❑ 61 z0o® Qz W .Q Zm� 1 o co V a a x -to V � � w N C O Q ,C E ai �0 ❑❑ W�Q D moo z Q�i °`'W05 a N 0 at V Scale: NOT TO SCALE Drown by. GPL 6/22/17 Checked by. Project Engineer: DC Job Number. • 15-B-82627 Sheet Number. E18 of 20 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. 23 dl L V J /" �VOpRCF `� 4 ".9 2 C 646 1' m �� M 1 EXP. 6/30/2017 C1V i i- �P 0 W D n z O D 0 as o= (710 0 00 r xx Z 00 x x x 00 C) 0 0 0 r- �D J 4 -4 * D c(.n (), "(V�"o.�Q.Q`;� n m 0. 0 - ca r- o mz N N� .-.m X X x 0 r_ Customer. Project Name & Locution: C rn� M -� -� ( m N ' o N m -0 Q `c `` = a" r« y o -+ > > Q. o m c 0 ! 0 (n mom- Can 11720 DORI CT Ro Re m o I ao N 0,J,^ 1 (n z M --� am a= r (000 T O N N x x mD a) 0 o o, N a =v r" c=Gi M Ln 0 r = Y V) rn rrl a I °' a `� 0 D -: ❑ (NotAFor Constructlonl ❑ Eor Erector Installation m Ln (7)�M a" M- .--% /0-�% rn o� 3 0 c(D -00 � —I O D v v <m� >nrD- (710 0 00 r xx Z 00 x X 3 00 C) mM O O 0,0 0 0 3 x 3 N b z= DO 4 nm m PHONE (844) 840-4603 mz rr,Ln o z "(V�"o.�Q.Q`;� n m 0. 0 - ca r- o mz N N� .-.m �� D D m D 'V oy r_ Customer. Project Name & Locution: C rn� n D D ( x N J G STEEL ERECTORS m N m -0 Q `c `` = a" r« y o -+ > > Q. o m c 0 � 0 cn y 0 11720 DORI CT Ro Re m O I ao v 0 0,J,^ 1 (n z z r (000 T O N N R JACOB GENTILE mD . 3 �� 0 o, N a =v r" TT M 570 —w� Q(Not Q'+• =0V MZ r O Y V) rn rrl oLEI C) O Ln U) D m 0 W N I.F. WEB O.F. N v 5.0 X 0.25 x J 9.5 X 0.134 (A 5.0 X 0.25 N CD 0 r Z4 D rn o� 3 0 c(D -00 � —I O D v> <m� >nrD- (710 0 00 r xx Z 00 m cp 3 00 C) C) O Ln U) D m 0 W N I.F. WEB O.F. N v 5.0 X 0.25 x J 9.5 X 0.134 (A 5.0 X 0.25 N CD 0 r Z4 Revision I Date Descrip tion z� DSM rn o� 3 0 c(D -00 � 1 o v> <m� >nrD- ;U O m GARCO BUILDING SYSTEMS A ,.J• — Q 0 'O cn O �< 3 .+—� a 0 � cw cSn o `:3. s o 0 cp "` Q c O 6, cp 3 Q 2714 S CARRELD RD., AIRWAY HEIGHTS. WA 99001 @EF@9 mM O O 0,0 0 0 3 x 3 c b z= DO 4 nm PHONE (844) 840-4603 mz rr,Ln o z "(V�"o.�Q.Q`;� n m 0. 0 - ca r- o mz N N� .-.m �� D D m D 'V oy Customer. Project Name & Locution: C rn� — "' a• Q Q —0 ' � � -� ( x J G STEEL ERECTORS KENNY COLLINS m -0 Q `c `` = a" r« y o -+ > > Q. o m c 0 � D \ y 0 11720 DORI CT 428 BLOCK RD OQcn3000.� a Q. Q y m I ao v 0 0,J,^ 1 (n MARYSVILLE CA 95901 GRIDLEY CA 95948 S � N m 1, c CD (000 T O N N R JACOB GENTILE Drawing Status. Preliminary ®For Construction _Permit . 3 �� 0 o, N a r" TT M 570 —w� Q(Not Q'+• =0V O Y For- Con a I °' a `� 0 D a ❑ (NotAFor Constructlonl ❑ Eor Erector Installation Ln \ x 0 r Revision I Date Descrip tion z� DSM o -c =n D v> <m� >nrD- ;U O m A0>0 oOD cA�i rnD� X M� zN x mz OM mM nN 5 M o z= DO o nm o to mz rr,Ln o z O mz N N� .-.m D D m D 'V D K zm rn� D � �X O 11 x m rl D \ z 0 m z CU \ 0,J,^ 1 rn.'�'7 i W N T O N N V _ -I O a A Q TT M to O Y a I D a Ln \ x 0 r rn \ w v c.n 0 w N By I Ck'd D 0 0 0 M D ;U XX M D O D ;U D x m r._ CU rn.'�'7 T W N T _ TT M Y 2 Ln By I Ck'd CONNECTION CODES NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS Frame Documentation Po. 05-12-10 0 (FOR TOP AND BOTTOM BOLT PATTERN) D DIAMETER OF THE BOLT 1/2" 3/4" 7/8" 1" 1 1/4" 1 1/2" A325 Connection Bolt DetailsSe '14 R v. HD BOLT HOLE DIAMETER 9/16" 13/16" 15/16" 1 1/16" 1 5/16" 1 9/16" m 03 BOLT GAUGE 2 1/2- 3" 4" 3 1/2' 4" 5 1/2- G /2"G MAX. WEB THICKNESS (Max. A" Fillet Weld) WITHOUT WASHER 1" 1 1/8" 1 7/8" 1 1/4" 1 3/8" 2 1/8" MAX. WEB THICKNESS (Max. �" Fillet Weid) WITH WASHER 3/4" 7/8" 1 5/8" 7/8" 7/8" 1 7 g" B 4E/2EH HG HEAVY CONN. BOLT GAUGE N/A 2 1/4" 2 5/8" 3" 3 3/4" 4" Connection Code S NORMAL BOLT SPACING 2 1/2" 3" 3 1/4- 3 1/201 4" 4 1/2" (See "Connection Code Format" BSMIN MINIMUM SPACING BETWEEN TOP & BOTTOM SETS OF BOLTS 1 1/2" 2 1/4- 2 5/8" 3" 3 3/4" 4" on this drawing) Connection Location .� CONNECTION 1B, 11 OR 1P CONNECTION 1F CONNECTION 1E MAXIMUM BOLT SPACING BETWEEN CROSS SECTION CONNECTION CODE KEY 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" 2'—O" a Q TOP AND BOTTOM SETS OF BOLTS 1/2 BSMAX (fyt") WHEN BSMAX = 2'-01j" TO 4'— 0 Q BSMAX ON CONNECTION PLATES LESS SPLICE BOLT SPACING 1/3 BSMAX (tA") WHEN BSMAX � 4'-0J" TO 6'-0 (AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS) p THAN OR EQUAL TO 3/4" THICK THAN TO EXCEED 2'—O) 1 /4 BSMAX (A") WHEN BSMAX = 6'—Oil TO 8'-0 BFCD MINIMUM BOLT—TO—FLANGE CLEARANCE AT OUT OF NUT 1 1/2" 1 3/4" 1 7/8" 2 1/4" 2 1/2" 2 3/4" —j SEE BOLT AT FLANGE DETAIL Flange Brace Material Schedule � m PF MINIMUM BOLT—TO—FLANGE CLEARANCE AT CONNECTION PLATE (BFCD + RNWT) PF INSIDE OF FLANGE IS INCREASED BASED ON THE YT & YB VALUE. Part Mark Material SEE BOLT AT FLANGE DETAIL PF FOR CONNECTION B, F, I AND P ARE THE SAME AS USED ON CONNECTION E FB4_ L 2" x 2" x 14 Ga. Z NWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL. NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER FB5— L 2" x 2" x 14 Ga. o �. I = RNWT RISE ON NUT AND WASHER THICKNESS AND .15625" WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED. F66_ L 2" x 2" x �" o CONNECTION 2B, 21 OR 2P CONNECTION 2F CONNECTION 2E 0 TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST FB7_ L 24" x 2J" x J" LU TB THICKNESS BOTTOM FLANGE FLANGE THICKNESS EITHER SIDE OF THE CONNECTION. o z YT BOLT SPACING TOP (ROUND UP TO NEXT 1/2-, MIN = S) 3" + TT 3 1/2" + TT 3 3/4" + TT 4 1/2- + TT 5" + TT 51/2" + TT o YB BOLT SPACING BOTTOM (ROUND UP TO NEXT 1/2", MIN = S) or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped U EED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4" 1 1/4" 1 1/2- 1 3/4" 2 1/4- 2 5/8" c EED(R) MINIMUM ROLLED END EDGE DIMENSION 3/4" 1" 1 1/8" 1 1/4" 1 5/8" 2 1/4" Gusset Plate (At Rafter Outer Flange shown) r EEDK END EDGE DIMENSION AT KNEE CONNECTION 1 3/8" 1 3/8" 1 5/8" 1 7/8" 2 3/8" 2 3/4" MINIMUM BOLT CLEARANCE FROM WITHOUT WASHER 7/16" 5/8" 3/4" 13/16" 1" 1 3/8" W 3 ,Co BCWM D (BOLT DIAMETER) A FLANGE OR WEB WELD WITH HARDENED WASHER 9/16" 3/4" 7/8" 1" 1 1/4" 1 1/2" EDLR) GED R HD (HOLE DIAMETER) ro 0 olu WCSM MINIMUM WIDTH OF CONNECTION PLATE Standard Connection 5" 6" 8" 8" 10" 12" Cti J ( ) g Com CONNECTION 3B, 31 OR 3P WCHM MINIMUM WIDTH OF CONNECTION PLATE (Heavy Connection) N/A 10" 12" 12" 16" 18" q) Z M CONNECTION 3F CONNECTION 3E TCMIN MINIMUM THICKNESS OF CONNECTION PLATE 1/4" 3/8" 7/16" 1/2" 5/8" 1"-- o -6-. 0 o S W W c> >-MUl J _ •L ED(R) G ED(R ED(R HG G HG ED(R — p � o o z oo � D (BOLT DIAMETER) D (BOLT DIAMETER) PF HD (HOLE DIAMETER) HD (HOLE DIAMETER) Top ConnectionCode TT YT EED(S) EED(S) PF � PF PF — Lb S a TT YT TT YT a` Q PF PF Splice Bolt Spacing O o a Top Connection Code — Top Connection Code See BSMAX ❑ ❑ o: LO CONNECTION 4B, 41 OR 4P CONNECTION 4F CONNECTION 4E _CD S — S BSMIN v, Q w Splice Bolts and p M 0 0- o S ( I S (See BSMAX in Table) BSMAX w z o _ _ L wo-�W cn 4 E /2 E H Splice Bolt Spacing Splice Bolt Spacing � o '3 —[ See BSMAX See BSMAX -- j � a a o CONNECTION DESIGNATION 7.) o BLANK = STANDARD CONNECTION S H = HEAVY CONNECTION Splice Bolts BSMIN Splice Bolts BSMIN — Scale: NOT TO SCALE and ( and PF BOTTOM CONNECTION CODE (See BSMAX in Table) BSMAX (See BSMAX in Table) BSMAX Drawn by. BOTTOM QUANTITY OF BOLT ROWS Bottom Connection Code TB YB Checked by. y H y CONNECTION DESIGNATION PF 'Project Engineer. DC V I BLANK =STANDARD CONNECTION PF PF S Job Number. 15—B-82627 H = HEAVY CONNECTION Bottom Connection Code TB YB Bottom Connection Code TB YB — Sheet Number. E20 of 20 TOP CONNECTION CODE PF ZPF EED(S) EEDK ( ) or The engineer whose seal TOP QUANTITY OF BOLT ROWS — appears hereon is an employee CONNECTION 4x CONNECTION CODE FORMAT EED(S) or EEDK EED(S) or EEDK Gusset Plate for the manufacturer for the (At Rafter inner Flange shown) materials described herein. Said seal or certification is limited to the products designed and STANDARD CONNECTION DESIGNATION HEAVY CONNECTION DESIGNATION 4X CONNECTION DESIGNATION manufactured by manufacturer only.The undersigned engineer is CONNECTION CODE DESCRIPTION (CODE 4E/2E SHOWN) (CODE 4EH/2EH SHOWN) CONNECTION PLATE ( CODE 4X/4X SHOWN) not the overall engineer of record for this project. B = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE WASHER (IF REQUIRED) THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION BOLT NUT PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE GRIP RAFTER TOTAL DEPTH. PLATE THICKNESS i U N G.=�o COLUMN RAFTER WASHER (IF REQUIRED) E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH — — ONE SET OUTSIDE THE TOP OR BOTTOM FLANGE AND THE REMAINING SETS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE. BFCD PF~ COLUMN OR F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE PF RAFTER FLANGE NWT RNWT ;' �. j THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE PROJECTS 1/2" BEYOND THE TOP OR BOTTOM CONNECTION PLATE �' fit; t^2 FLANGE. (REQ'D SPACES) S LENGTH IS EQUAL TO OR GREATER THAN HALF RNWT NWT BOLTS MAY BE cr ( 7� Z I = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE THE RAFTER WEB DEPTH FIELD INSTALLED IN I C 6461v m , THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE IS RECESSED 1/8 BELOW THE TOP OR BFCD — PF BFCD EITHER DIRECTION BOTTOM FLANGE. ` EXP 613012017 P THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE o WW THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION NUJ w o o "qJ, CAVIL BOLTS MAY BE o a W M W PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE W w RAFTER TOTAL DEPTH. FIELD INSTALLED IN w v EITHER DIRECTION 4X = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WiTH TWO SETS EACH SIDE OF THE TOP OR BOTTOM FLANGE WITH A GUSSET PLATE OUTSIDE THE TOP AND BOTTOM FLANGE OR COLUMN CAP PLATE. CONNECTION B & P BOLT EDGE DISTANCE BOLT AT FLANGE DETAIL (Low Side Shown, High Side Similar) (Top Flange Shown, Bottom Flange Similar) FIELD SERVICE PROCEDURES AUTHORIZATION FOR CORRECTIVE WORK UNLOADING, HANDLING, AND STORING MATERIALS ROOF AND WALL PANELS DAMAGE DURING CONSTRUCTION v IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE STRUCTURAL — A GREAT AMOUNT OF TiME AND TROUBLE CAN BE SAVED IF THE BUILDING MANUFACTURERS WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME do THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUC71ON PRACTICES, AND R ACK CHARGES IN THE FOLLOWING MANNER: CAREFULLY CHECK AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO APRE—ARRANGED PLAN. GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDINGCANm HANDLE ANY SHORTAGES 0 B YOUR PACKING UST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE MISSING AND UNE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE PROPER LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. UNLOADING do ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PAN NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TiTLE BLOCK AS FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION QUALITY MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF FAULiY INSTALLATION SOON AS POSSIBLE CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO NOTE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER METHODS AND/OR CARELESSNESS. ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST END, V-0" FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHORT MATERIALS — IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (AISC 303-10, FOR LOADS THAT MAY HAVE SHIFTED DURING TRANSITI SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO ENSURE THAT NO OVERDRIVEN FASTENERS CAUSE IN OR SHALLOW POCKETS IN THE PANEL AROUND VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE MANUFACTURER, DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE AN 'AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN WRITING BY THE REMEMBER, SAFETY FIRST[ STORED OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB PACKAGES. THIS AVOIDS GROUND MOISTURE do DETERS PEOPLE FROM WALKING ON THE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DEUVERED, MAXIMUM TOTAL COST SET FORTH. ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME AND THEN ACKNOWLEDGED BY THE CARRIERS AGENT. IF THE CARRIER IS THE MANUFACTURER, PROPOSED IN THE 'INITIAL CLAIM' MAY BE DIRECTED BY THE MANUFACTURER IN THE SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE DRAINAGE IN CASE OF RAIN. THE MFR EXERCISES EXTREME CAUTION DURING FABRICATING AND POLLUTANTS AWAY, BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF 'AUTHORIZATION OF CORRECTIVE WORK.' ONLY THE FIELD SERVICE DEPARTMENT MAY BOLTED TOGETHER INTO SUB—ASSEMBLIES WHILE ON THE GROUND. EXTRA CARE SHOULD SHIPPING OPERATIONS TO ENSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO WET AND CONTINUE THE PROBLEM. OVERDRIVING THE FASTENER ALSO FORCES THE SEALING THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING O THE QUANTITIES THAT ARE AUTHORIZE CORRECTIVE WORK. ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME WASHER FROM UNDER THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED OR THE HANDLING THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND iNE CONCRETE SLAB. TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUD: '9 T ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE _ BE FORWARDED BY THE CUSTOMER TO WILL ELIMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. .9 - BILLED THAT FINAL CLAIM THE "FINAL CLAIM' IN WRITING MUST IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PART'S SHEETS WHEN EXPOSED TO RAIN. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED N ORDER DOCUMENTS, CLAIM IS TOO BE MADE OF THE MANUFACTURER. THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CC?RRECTIVE WORK SUCH AS GIRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY MOISTURE. THE STAIN IS USUALLY SUPERFICIAL do HAS LITTLE EFFECT ON THE APPEARANCE 4 SOFTEN REDUCING ITS BOND TO THE STEEL THEREFORE, UPON RECEIPT OF A JOB, ALL OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE IT IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL DAMAGED OR DEFECTIVE MATERIAL — DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF AUTHORIZED BY THE MANUFACTURER. BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE THE DEGREE OF DAMAGE, MUST BE NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER EXTENDED PERIOD CAN SEVERELY ATTACK THE FINISH do REDUCE THE EFFECTIVE SERVICE LIFE PANEL SURFACE CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS AND ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT THE "FINAL CLAIM" MUST INCLUDE: SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE SEE RI -07 'DAMAGE FROM CONDENSATION OR TRAPPED WATER.' OR FILLINGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR . CONDENSED MOISTURE WHEN PANELS ARE PRE—DRILLED OR CUT IN THE STACK PRIOR TO 1ACTUAL NUMBER OF MAN—HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE WORK SAME REASON. RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, AND ACTUAL HOURLY RATES OF PAY ERECTION ALL SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL INCLUDING, BUT NOT LIMITED TO: FASTENERS, SHEET METAL, 'C' do "Z' SECTIONS do COVERING 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LIES TO PREVENT CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP AND NETS WHEN NECESSARY! PANELS ARE SUPPERY. WiPE DRY ANY MOISTURE OR SURFACE ROOF BE SWEPT CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL OTHERS PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE . COST OF MATERIAL NOT MINOR SUPPLIES AUTHORIZED BY THE MANUFACTURER TO BE PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE DEW, FROST, OR OTHER CLEANING OF THE ROOF SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE UNPACKED, UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE 4 ( ) CORROSION RESISTANCE OF A FIELD APPLIED FiNISH COAT OF PAINT OVER A SHOP PRIMER. FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID INVOICES. ASSUME PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON FOREIGN OBJECTS OR DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE MANUFACTURER, THE CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 do 4). THE 'FINAL TOUCH—UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. ALL SKYUGHTS OR TRANSLUCENT PANELS! MANUFACTURER. IF THE CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM' MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CUSTOMER. 'FINAL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! — SEE R1-06 TITLED REMOVED FROM THE ROOF. DURING THE ERECTION OF THE ROOF AND THE INSTALLATION OF CLAIM FOR DAMAGE TO THE COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW EQUIPMENT SUCH AS AIR CONDITIONING UNITS, ETC... CLAIM WHATSOEVER INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL CLAIMS' ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER IN AN AMOUNT NOT TO Op PRIMED STEEL' "' DAMAGES RESULTING FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THE MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE WORKMEN SHOULD STEP OR �° CAN BE DETECTED BY VISUAL INSPECTION. 'AUTHORIZATION FOR CORRECTIVE WORK" OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE TEMPORARY SUPPORTS AIR CIRCULATION. MEN HANDLING OR UNCRATiNG THE PANELS, LIFT RATHER THAN SLIDE WALK IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS WORK. THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SUD AND EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE, THE OIL CANNING IS NOT CAUSE FOR REJECTION TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WH WEATHER TIGHTNESS OF THE PANEL COULD BE AFFECTED. ON THE GROUND. EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR **IMPORTANT NOTE** — COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINEAFFECTED. DRAGGING ONE PANEL ACROSS ; EXCESSIVE MATERIAL — THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL +, MATERIAL DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. SHIPMENT ARRIVAL TIME — EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS SURFACE INITIAL CLAIM — IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN ARRIVES AT iNE JOBSITE ON THE REQUESTED DAY AND AT iNE REQUESTED HOUR. COMPARABLE IN INiENSIiY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTINGFROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING ATTEMPTS D ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT OR VERBAL "INITIAL CLAIM' TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, MANUFACTURER MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE DAMAGE AND FOR SAFETY CONSIDERATIONS DRAINAGE ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE SION. (SECT. 7.9.1 AISC CODE OF ' AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. �✓ DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. THE 'INITIAL CLAIM' INCLUDES: STANDARD PRACTICE, 9TH ED.). 4 PANEL DAMAGE THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD Vj $ 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS,INCLUDING QUANTITIES. MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOS® CORRECTIVE WORK INCLUDING ELEVATE MAY OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME w ESTIMATED MAN-HOURS. STABILIZATION OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED QUANTITIES AND COST. WILL A ACCELERATED AND MOST LIKELY BE SEVERE ALL DIRT MUST A REMOVED FROM iNE PANEL WALLS AT THE COMPLETION OF iNE WORK. PRE -PAINTED PANELS MAY REQUIRE � � � o � 1-01 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED TOUCH-UP IF THE COATING HAS BEEN DAMAGE DURING HANDLING OR ERECTION. tl z *I J FROM OTHER THAN THE MANUFACTURER. THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE � e � m Z WE� t- LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE A ,� E a ® ❑ DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. a 2 cYi v p� +..V0 W v Zm� 22 W N R1-02 R1-03 R1-04 R1-05 y R1-01 TER COMMITMENT ROOF MAINTENANCE GUIDELINES N o TYPES OF FINISHES DAMAGE FROM CONDENSATION OR TRAPPED WA SAFETY CO IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT * INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. E O SHOP PRIMED STEEL WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS SAFETY RULES AND OSHA STANDARDS AS APPLICABLE * INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING URETHANE SEALANT. CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB + ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE to to ❑ ❑ OP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE ONE COAT OF SH C110ES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING ROOF. PAINTED WITH BODIES OF WATER. SITE PRA SSPC PAINT SPECIFICATION N0. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT MANUFACTURER. *REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION *WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: w ~ Q CONDITIONS. SHOP PRIMED STILL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD 0 ALLOW AIR CIRCULATION AROUND THE BUNDLE THIS WILL HELP PREVENT PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. * USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. O W v v F BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER—HOLDING CORNERS T A o OF THE PRIMER FlU�i. REPAIRS OF MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON iNE LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD * DO NOT WALK ON ROOF FLASHINGS SUCH AS GUIiER, RAKE, HIP OR RIDGE W p W n POCKETS, DUST, MUD AND OTHER CONTAMINATIONPANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE STATUTORY OR CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP ENSURE WORKER FLASH. DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE THE : 0 5 i FIELD STORAGE OR SITE CONDITIONS ARE NOT iNE RESPONSIBILITY OF iNE MANUFACTURER. SAS• * DO NOT WALK ON LIGHT TRANSMITTING PANELS (LIP'S). THEY WILL NOT ° N N 0 3 THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE OF SHOP COAT OF BUNDLES MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING SUPPORT A PERSON'S WEIGHT. _ SIDES. RE—STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. DAILY * GUARD ALL LTP'S AND ROOF OPENINGS. t` D SEVERE ALSO RECOMMENDED. THE USE OF HARD PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AN WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN MEETINGS HIGHLIGHTING SAFETY PROCEDURES AREA ENVIRONMENTAL CONDITIONS, NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIAL STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING ROOF STRUCTURAL Scale: NOT TO SCALE WH COATING. MINOR ABRASIONS TO THE SHOP COAT (INCLUDING GALVANIZING) CAUSED BY AND ACCELERATE DRYING. DAMAGE 1O THE PANEL COATING OCCURS EN PANELS BECOME AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. HANDLING, LOADING, SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING WET AND ARE ALLOWED TO STAY WET DAMAGE CAN OCCUR TO NESTED PANELS WITHIN *AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF Drawn by. GPL 6/22/17 FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE FOR DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES ARE UNAVOIDABLE. (MBMA 06 IV 4.2.4) 24-48 HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE IN THE PAINT OR GALVALUME R COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. Checked by. SURFACE AND IS COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR 'WHITE THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED GALVALUME RUST #. IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. FROM THE ROOF IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER Protect Eng/neer• DC GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET k COIL PRODUCT HAVING A THE ROOF. IN CASES WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY COATING OF CORROSION RESISTANT ALUMINUM—ZINC ALLOY. THE ALLOY MIXTURE IS ICE AND SNOW REMOVAL PROTECTED. Job Number.15—B-82627 • 7t,r ^^rm^e1A►1 OCCICTAAI!`C b UrATEXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATIIY 10 PREVENT Sheet Number: R1 of 17 DAMAGE TO ROOF AND POSSIBLE COLLAPSE DO NOT USE METAL TOOLS TO REMOVE THE ICE FOOT TRAFFIC TARP OR SNOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW CAREFUL AROUND PLUMBING PIPES AND FLASHINGS. PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT The engineer Whose seal BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PANELS. THESE PANELS ENDLAPS. ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING RQOF appears hereon is an employee for the manufacturer for the WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF STRUCTURAL DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUMEW ROOFS, THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA LOW—RISE BUILDING SYSTEMS EXCESSIVE FOOT TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC materials described herein. Said MANUAL APPENDIX A8 FOR DETAILS ON SNOW REMOVAL PROCEDURES. THESE PROCEDURES IS PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND seal or certification is limited SHOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS INSTALLED ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF to the products designed and AIR CIRCULATION REALIZED. HATCHES OR ACCESS LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE manufactured by manufacturer POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE only.The undersigned engineer is DEBRIS REMOVAL ALLOWED ONTO THE ROOF. IN ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO not the overall engineer of SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE—PAINTED STEEL UNDER WET STORAGEANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE THE ROOF AND THE REASON FOR SUCH VISITS. record for this project. A CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF DISSIMILAR METALS GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY , THEY LACK iNE ADDITIONAL PROTECTION OF PAINT ZINC COATED OR GALVALUME PANELS MAINTENANCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER LEAD OR GRAPHITE. THIS UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE COME IN CONTACT WITH ROOF PANELS, ESPECIALLY GALVALUME®, FOR EXTENDED PERIODS INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN ALLOWING A SLOW OXIDATION PROCESS CALLED 'WEATHERING" TO OCCUR THAT INHIBINS • FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS NTH OF TIME CONCRETE, MORTAR AND GROUT. CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. PERIODIC INSPECTION OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD ALL HIGH—STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, RAPID ' ri F, TO 'RED RUST' IN A SHORT TIME IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. J, , CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 �� �' A� ; 1<1 THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE YEARS. SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. DRAINAGE * KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TOC 64 6 1' QUICKLY DRAIN FROM ROOF. ! T * DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS, THIS BLOCKS y` EXP 6/30/2017 THE FLOW OF WATER AND HOLDS MOISTURE * DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. (.PX . * ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURECIV 11_ CORROSION. C 0 R1 -07 R1-08 R1-09 Specified Column Centerline Steel Line t1/8" (f3mm) f1/4" 1(±6mm) G _I — I ±1/8 I I I(f3mm) I I 1. To determine that the foundation is square, measure diagonal dimensions to be (t3mm sure they are of equal length. ANCHOR ROD SETTING TOLERANCES 2. To determine that the foundation is level, set up a transit or level and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor rods against the Anchor Rod Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start—up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (a) The variation in dimension between the centers of any two anchor rods within an anchor—rod group shall be equal to or less than 1/8 in. [3 mm]. (b) The variation in dimension between the centers of adjacent anchor—rod groups shall be equal to or less than 1/4 in. [6 mm]. (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor—rod groups along the column line through multiple anchor—rod groups shall be equal to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any anchor—rod group to the column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with an approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by the owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the as—built locations of anchor rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Rod Setting Plan. All anchor rods should be held in place with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be made before the costly installation labor and equipment arrives. STEEL LINE STEEL UNE TEMPLATE STAKE SHEETING NOTCH B E Bottom of Base Plate * ±11/2" f1/8"f13mm) (f3mm) Base of *Variation in Elevation to the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES FIELD TOLERANCES COLUMN ALIGNMENT TOLERANCES H/500 HEIGHT (f) TOLERANCE 10' 1/4' 12' 5/16- 15' 3/8" 20' 1/2" 25' 5/8" 30' 3/4" 45' 1 1/16- 60, 1 7/16" COLUMN ALIGNMENT TOLERANCES Pope Erection Guide Dau R2 Rev. Mar'17 07 MEZZANINE BEAM HEIGHT TOLERANCE SIDEWALL 1 t 1 500 500 500 I � I I I 3 3 W I I I W I 500 500 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES ROOF CURBS (When not Supplied by Building Manufacturer) Curb Base Length Up " 12" Min. Hill 6 Ai -nom. { I =I Endlap Roof Panel Roof V Purlin Line - 0 Indicates Roof Panel Support location Panel Rib A Indicates Curb Base Support location Profile Floating Panel Support ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof jacks do not have 20—year service life and, in the case of lead hats, will cause FIN galvanic corrosion of the roof panels. o � a o ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of 0, � = (I Lift Plate Curb Base the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone U El U = (If Required) iv rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the to 0 of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top 0 XV of the pipe. o a Section : specified) ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealan •y (Insulation when specified) as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. The curb details shown illustrate the building manufacturers recommended curb ❑ Roll down the top of the roof jack and apply tape sealant continuously around the style and installation method. It is the erector / installer's responsibility to exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. provide the proper curb style and install them in accordance with the Apply the stainless steel clamp over top of roof jack and firmly tighten to form a secure g procedures established by these details. Failure by the erector / installer to compression seal. ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration W 3 0 follow these recommendations may result in the curbs damaging the roof system �+ in center of panel to allow the base of the rubber roof jack to seal to the pan of the v1 0 or excluded from warranties. panel. r�i1 �o 0 All roof curbs to be: o � 1. .080 Aluminum or 18ga. Stainless (No Galvalume/No Galvanized) If a pipe must be installed through a panel seam, or if the pipe diameter is so large to � _ 1 -S 0) block the flow of water down the roof panel, you must install a "pipe curb" into the roof - Q g q) z W rn 2. Panel rib to rib installation (No flat skirt or lay—over Curbs) Q z o U 3. Installed over low end / under high end application for water flow at and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be A o accessed, a two—piece pipe curb is available. �, 0 o y, panel splice a W �. m ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow Qq W 4. Up lift prevention for clip applied roof systems are required if: p P�P p g o •S� Z o a. Wind load exceeds 110 mph or retention system immediately up slope from the pipe. V Y b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6. Max ROOF ACK INSTALLATION Single Curb weight Recommend = 1500# O J (Not by Metal Bldg Manufacturer) ** N O P •E Q Panel profile varies 0 SUGGESTED METHOD OF PURLIN ATTACHMENT FOR BUILDING ACCESSORIES _ Roof Jack ** Cn 0 Purlin Purlin Purlin p Roll Top Down o u) ** Stainless Steel Clam =�_ v rn W I.- < UJ * 2 Fasteners1/4-14 0 W c� O F 1 /4-14 x 7/8" Lap Tek Z ,o Minimum 1" Mto oxtmum 1* Max mum Step 1 S.D. w/Washer at 1" O.C. °L' W oLU I: k' * Clip Tri—Bead Tape Sealant ° N N � o 'o * Clip * Fastener . •• HW504 Q * Hanger Type Adapter U -, M -, O * Hanger * Hanger 150 LB. * 2 Fasteners Scale: NOT TO SCALE Maximum Minimum 100 LB• 100 LB. Drawn by. GPL 6/22/17 Clip Connection to Purlin Web ROOF JACK INSTALLATION Install Pipe in center to allow base of rubber roof jack to lay flat on panel. Cannot encompass more than 75% of panel. 0 v a� ­_ 1k `* Angle L *Hanger * 2 Fasteners 150 LB. Maximum Minimum at Each Purlin Clip Connection to Purlin Web Do Not Install Purlin Clips of any kind on the Flange of the Purlin Maximum Clip Connection to Purlin Flange Maximum Fastener Type Adapter to Purlin Flange 1" Maxi_ mum 1" Max`mum `* Angle * Hanger * 2 Fasteners 100 I.B. Maxhnum Minimum at Each Purlin Angle Connection to Purlin Flange * Denotes material not provided by Metal Building Manufacturer. The total Hanger load shall not exceed the design collateral load for the Building. Example: 5-0 (Purlin Spacing) x 5-0 (Hanger Spacing) x 6 psf (Collateral Load) = 150 lbs. See cover sheet for design collateral load for this building. Note: If the Building is designed for 0 psf collateral load, then adding any suspended system (i.e. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. ** Stainless Steel Gar Step ** Stainless Steel Clc Step 3 Tri -Bead Tapi HW504 )ply Tri—Bead Tape !slant Continuously •ound Pipe ack ** 4 x 7/8" Lap Tek /Washer at 1" O.C. Tri—Bead Tape Sealant HW504 -Bead Tape Sealant 504 Jade ** 1 x 7/8" Lap Tek /Washer at 1" O.C. OTE: Roll roof jack up ver Tri—Bead Tape Sealant and secure the clamp. Checked by. Project Eng/neer. DC Job Number. 15—B-82627 Sheet Number. R2 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. /� ` • .A N' Vic, �2 UJ 61� m EXP 6/30/201; , s�q,CIVIL � 0, „r FORM BOARD FORM �" �- _ Il., 'il: /' ''� TEMPLATE BOARD it ' �i.'•• . 11 tl '• `1;'x1 :_: _ ,_ •+ • r r ANCHOR RODS - ' II 11 _- --� �-- •.�•• C • A ___ _ PROJECTION OF ANCHOR RODS "D" r r f GIVEN ON ANCHOR ROD PLAN. B E SHEETING NOTCH SHOWN BUT MAY NOT BE REQUIRED DIMENSIONS A, B, AND C AS GIVEN (SEE ANCHOR ROD PLAN) ON ANCHOR BOLT PLAN Pope Erection Guide Dau R2 Rev. Mar'17 07 MEZZANINE BEAM HEIGHT TOLERANCE SIDEWALL 1 t 1 500 500 500 I � I I I 3 3 W I I I W I 500 500 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES ROOF CURBS (When not Supplied by Building Manufacturer) Curb Base Length Up " 12" Min. Hill 6 Ai -nom. { I =I Endlap Roof Panel Roof V Purlin Line - 0 Indicates Roof Panel Support location Panel Rib A Indicates Curb Base Support location Profile Floating Panel Support ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof jacks do not have 20—year service life and, in the case of lead hats, will cause FIN galvanic corrosion of the roof panels. o � a o ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of 0, � = (I Lift Plate Curb Base the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone U El U = (If Required) iv rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the to 0 of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top 0 XV of the pipe. o a Section : specified) ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealan •y (Insulation when specified) as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. The curb details shown illustrate the building manufacturers recommended curb ❑ Roll down the top of the roof jack and apply tape sealant continuously around the style and installation method. It is the erector / installer's responsibility to exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. provide the proper curb style and install them in accordance with the Apply the stainless steel clamp over top of roof jack and firmly tighten to form a secure g procedures established by these details. Failure by the erector / installer to compression seal. ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration W 3 0 follow these recommendations may result in the curbs damaging the roof system �+ in center of panel to allow the base of the rubber roof jack to seal to the pan of the v1 0 or excluded from warranties. panel. r�i1 �o 0 All roof curbs to be: o � 1. .080 Aluminum or 18ga. Stainless (No Galvalume/No Galvanized) If a pipe must be installed through a panel seam, or if the pipe diameter is so large to � _ 1 -S 0) block the flow of water down the roof panel, you must install a "pipe curb" into the roof - Q g q) z W rn 2. Panel rib to rib installation (No flat skirt or lay—over Curbs) Q z o U 3. Installed over low end / under high end application for water flow at and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be A o accessed, a two—piece pipe curb is available. �, 0 o y, panel splice a W �. m ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow Qq W 4. Up lift prevention for clip applied roof systems are required if: p P�P p g o •S� Z o a. Wind load exceeds 110 mph or retention system immediately up slope from the pipe. V Y b. Curb base crosses a purlin 5. Supported on (4) four side by primary or secondary framing 6. Max ROOF ACK INSTALLATION Single Curb weight Recommend = 1500# O J (Not by Metal Bldg Manufacturer) ** N O P •E Q Panel profile varies 0 SUGGESTED METHOD OF PURLIN ATTACHMENT FOR BUILDING ACCESSORIES _ Roof Jack ** Cn 0 Purlin Purlin Purlin p Roll Top Down o u) ** Stainless Steel Clam =�_ v rn W I.- < UJ * 2 Fasteners1/4-14 0 W c� O F 1 /4-14 x 7/8" Lap Tek Z ,o Minimum 1" Mto oxtmum 1* Max mum Step 1 S.D. w/Washer at 1" O.C. °L' W oLU I: k' * Clip Tri—Bead Tape Sealant ° N N � o 'o * Clip * Fastener . •• HW504 Q * Hanger Type Adapter U -, M -, O * Hanger * Hanger 150 LB. * 2 Fasteners Scale: NOT TO SCALE Maximum Minimum 100 LB• 100 LB. Drawn by. GPL 6/22/17 Clip Connection to Purlin Web ROOF JACK INSTALLATION Install Pipe in center to allow base of rubber roof jack to lay flat on panel. Cannot encompass more than 75% of panel. 0 v a� ­_ 1k `* Angle L *Hanger * 2 Fasteners 150 LB. Maximum Minimum at Each Purlin Clip Connection to Purlin Web Do Not Install Purlin Clips of any kind on the Flange of the Purlin Maximum Clip Connection to Purlin Flange Maximum Fastener Type Adapter to Purlin Flange 1" Maxi_ mum 1" Max`mum `* Angle * Hanger * 2 Fasteners 100 I.B. Maxhnum Minimum at Each Purlin Angle Connection to Purlin Flange * Denotes material not provided by Metal Building Manufacturer. The total Hanger load shall not exceed the design collateral load for the Building. Example: 5-0 (Purlin Spacing) x 5-0 (Hanger Spacing) x 6 psf (Collateral Load) = 150 lbs. See cover sheet for design collateral load for this building. Note: If the Building is designed for 0 psf collateral load, then adding any suspended system (i.e. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. ** Stainless Steel Gar Step ** Stainless Steel Clc Step 3 Tri -Bead Tapi HW504 )ply Tri—Bead Tape !slant Continuously •ound Pipe ack ** 4 x 7/8" Lap Tek /Washer at 1" O.C. Tri—Bead Tape Sealant HW504 -Bead Tape Sealant 504 Jade ** 1 x 7/8" Lap Tek /Washer at 1" O.C. OTE: Roll roof jack up ver Tri—Bead Tape Sealant and secure the clamp. Checked by. Project Eng/neer. DC Job Number. 15—B-82627 Sheet Number. R2 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. /� ` • .A N' Vic, �2 UJ 61� m EXP 6/30/201; , s�q,CIVIL � 0, PRE -ERECTION NOTES: GENERAL ERECTION NOTES The following notes, procedures and suggested recommendations are important parts 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as shown on of the pre -erection process. erection drawings. 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. LS BE Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the comer is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing list. Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns and hanging rafters 5.) Layout the girts and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, requiring very careful handling. 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning thereafter, inspect he panel bundles for moisture between the panels. This is especially important with galvalume or galvanized panels. The panel finish must be protected at all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT 0 CUPS SCREWS AMP 5 2 5 1. Girts, Eave Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwall Girts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slab to prevent damage to concrete edge from equipment traffic. 6.) Install clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. 2.) It is extremely important, especially during construction, that panels at the eaves, rakes and ridges be kept secure. 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless specified on erection drawings for the building. 4.) Tighten column wind brace rods/cables (exterior and interior) before tightening roof rods/cables. Roof rods/cables are tightened from eave to peak. 5.) High strength bolts (A325) must be used where specified. TEMPORARY CONSTRUCTION BRACING 1.) It is the responsibility of the erector to maintain stability of the structure during all stages of erection, particularly when left overnight. 2.) Temporary supports, such as temporary guys, braces or other elements shall be the total and complete responsibility of the erector. The temporary supports required shall be determined and furnished by the erector. 3.) Temporary construction supports shall be provided wherever necessary to accommodate all construction loads to which the structure may be subjected, left in place as long as may be required for safety. PANEL CAUTIONS AND NOTES To minimize potential of corrosive action at the bottom edge of wall panels, the contractor must assure that the following procedures are followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days before wall panels are installed. (uncured concrete is highly alkaline and metal panels can undergo varying degrees of corrosive attack when in direct contact with the concrete.) After the first week of the curing cycle, the reaction between metallic coatings on steel and the concrete is essentially halted. CLEAN DIRT FROM WALL PANEL AROUND PANEL BASE PANEL NOTCH (SHOWN) OR OUNDATiON BASE TRIM r 4. r• a �z SLOPE FINISH GRADE AWAY MIN. L , FROM BUILDING _ 2.) Top of finish grade at building to be a minimum of four (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to ensure proper drainage. 4.) Upon completion of finish grading, all dirt is to be cleaned from around base of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing roof/wall panels. Drive the fastener in until it is tight and the washer is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM fastener driver should be used for self -tapping screws. Discard worn sockets, these can cause the fastener to wobble during installation. CORRECT DEGREE OF TOO TiGHT SEALANT SQUEEZED TOO LOOSE SEALANT IS TIGHTNESS NOTE SLIGHT TOO THIN EXTRUDES FAR BEYOND NOT COMPRESSED TO CIRCLE OF SEALANT FASTENER HEAD FORM SEAL NOTE: Always remove metal filings from surface of panels at the end of each work period. Rusting filings can destroy the paint finish and void any warranty. MASTIC SEALANT Proper mastic application is critical to the weather tightness of a building. Mastic should not be stretched when installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During warm weather, store mastic in a cool dry place. During cold weather (below 60') mastic must be kept warm (60'-90') until application. After mastic has been applied, keep protective paper in place until panel is ready to be installed. IMPORTANT NOTE: All details, recommendations and suggestions contained in the ERECTION GUIDE portion of this drawings set are for general guidelines only, and not meant to be all-inclusive. Industry accepted installation practices with regard to all areas not specifically discussed in this section should be followed. Only experienced, knowledgeable installers familiar with accepted practices should be used to assure a quality project. It is emphasized that the Manufacturer is only a manufacturer of metal building components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices noted in the ERECTION GUIDE are intended to represent only a guide as to the sequencing and how the components could be assembled to create a building. Both the quality and safety of installation and the ultimate customer satisfaction with the completed building are determined by the experience, expertise, and skills of the installation crews, as well as the equipment available for handling the materials. Actual installation operations, techniques and site conditions are beyond the Manufacturers control. BRACING END FRAME RAFTER / END POST J CORNER COLUMN STEP 1: ERECT FIRST BAY WALL FRAMING NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure Is completed. 1A: Determine from erection drawings furnished with the building the location of the first braced bay. Framing for this bay will be erected first. 16: Stand adjacent primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. NOTE: The end frame may be a bearing frame with the rafter supported by end posts, or a rigid frame with the rafter self-supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has a rigid end frame, it is erected the same as interior frames as described in steps 1 and 2. 1C: Attach wall girts to the primary frame column and comer column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 11): Install the eave strut by bolting to the top of the columns. Refer to the erection drawings and attach column flange brace where shown. Flange braces may be required on one or both sides of the columns. If a flange brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay girts are installed. NOTE: As wall girts are installed around the building, framing for factory located framed openings and accessory framing to which the girts attach should be installed. Field located accessory framing may be installed at the same time as girts or at a later time. 1E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this time but do not tighten completely until the bay is plumbed. 1F: Repeat steps 1B thru 1E for wall framing on the opposite side of the building. 1G: Attach clips to the end posts and stand these posts over the Anchor Rods. Follow the procedure as described for corner columns in step 1B. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. STEP 2: ERECT FIRST BAY ROOF FRAMING PURLINS NOTE It Is the responsibility of the erector to provide temporary erection bracing until the PRIMARY FRAME structure is completed. RAFTER TEMPORARY ERECTION BRACING CAUTION Until rafters are bolted in place with purlins and flange braces installed, they are easily damaged by incorrect or careless handling procedures. Use extreme caution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to column knee connections. 2B: Install end bay purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior bay purlins at the frame as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 21): Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eave to peak. Tighten any remaining bolts. Plumbing and aligning a total structural system begins with the first braced bay and continues through completion. Accurate alignment of the first bay is essential for correct alignment of succeeding bays. The installer is responsible for choosing the best method suited for plumbing and aligning the structural system. END PUB STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY )f the 3orary the ed. L -TEMPORARY ERECTION BRACING END FRAME ND BAY GIRT RAFTER END POST ENDWALL ORNER GIRT COLUMN 3A: After end frame is plumb and square, install endwall girts and flange braces for end post if required. 3B: Attach wall girts to the primary frame columns (see step 1C). 3C: Install eave struts (see step 1D). 31): Attach roof purlins for this bay to the two rafters. Purlins will bolt to the rafter flange in the same manner as girts to column flanges (see step 1C). Connect flange braces to purlins. 3E: Check alignment, plumb and square the two bays just erected. Tighten all bolts and bracing. END FRAME END POST STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure Is completed. `�/�-PRIMARY FRAME /TEMPORARY ERECTION BRACING Starting at the opposite end of the first bay erected, install the remaining interior frames, girts, purlins, eave struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X -Bracing should be checked that it is installed to a taut condition with all slack removed. Do not tighten beyond this state. Ui ` r,0 pR0 C6461' v m ' EXP. 6/30/2017 STEP 5: INSTALL SIDEWALL PANELS NOT It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. LOCKING FOR GIRT ALIGNMENT PANELS 5A: Before installing wall panels, the girts must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a section of gable angle vertically against the outside girt flanges at approximate mid—bay location. When girts are level, attach the girt flanges to the angle with vise grip pliers or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil canning. FRAM EAVE STRUT—%soo BLOCKING NOTE: v Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. CONTACT TAPE SIDEWALL INSULATIONINSULATION MUST MEET ENDWALL BASE ANGLE/TRIM INSULATION TO SEAL THE CORNER CONTACT TAPE 513: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the base, cut off the insulation a minimum of 1/2" above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Panel Double Faced Tape (Not by manufacturer) to be used to secure insulation. Wall Panel Fiberglass Insulation to OUTSIDE of Building Wall Panel Insulation (Not by manufacturer) Note: Trim insulation and turn vinyl back Insulation must not be exposed to weather. Insulation panel sidelap (Not by manufacturer) from the prevailing wind. (refer to appropriate lap detail included Vapor Barrier to 1 11 .�`,.� .•: INSIDE of Building 5D: Install remaining Eave Detail being careful (See Erection Drawings) Insulation (Not by manufacturer) Finished a Floor Note: Trim insulation and turn vinyl back Insulation must not be exposed to weather. u---� Base Detail (See Erection Drawings) Starting at a building corner, attach the first piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. 5C: Sidewall panels should be installed so that the panel sidelap is in a direction away from the prevailing wind. (refer to appropriate lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel width to allow visual checking of panel coverage as installation progresses. RM Check periodically to ensure that all panels are aligned and plumb. 5E: At the finishing corner of a sidewall, the last panel may required additional lap or trimming for installation of corner trim refer to the details in the erection drawings. Screw Alignment Panel (Through Fastened Panel only) ,,.., TO BE DRILLED (KEEP END OF PANELS NOTE: ALIGNED After drilling panels, it is important to clean metal filings off all panel surfaces, including between panels that are not installed that day, to avoid rust stains. STEP 6: INSTALL ENDWALL PANELS ENDWALL PANELS Im 6A: Install gable angles/supports onto the ends of purlins and eave struts. This angle is to butt—up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjacent sections to allow for expansion. Gable angle splices may occur on or between purlins and the angle must be attached to each purlin and the eave strut. MOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. END FRAME —� RAFTER 1" AT EXPANSION JOINT TYPICAL BUTT LAP CONDITION NOTE Detail shown for ribbed roof panel only. For standing seam rake and gable angle installation, see erection details. VE STRUT 613: See erection drawings sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. TRIM DIMENSION IS I MEASURED FROM TRIMS --i CENTER OF FIRST MAJOR RIB. GABLE ANGLE CONTACT TAPE ENDWALL GIRT WOOD BLOCKING BASE ANGLE/TRIM CONTACT TAPE INSI,", 6C: Align and level girts on endwall. JRLIN EAVE STRUT 6D: If the walls are to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim panel (if required) and set in place. Refer to comer details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. STEP 7: INSTALL ROOF PANELS NOS It is the responsibility of the erector to provide temporary erection bracing until the tructure is completed. CIV U VVMLL PANELS PANELS is bracing is to remain n place until all roof and wall panels are installed. LOCKING FOR IGNMENT 7A: Install eave trim over top of sidewall panels and eave struts with fasteners per erection drawings eave detail. 713: If the roof is insulated, place a continuous run of contact tape along top of eave struts at both sidewalls. Lay a starter roll of blanket insulation from eave to eave across roof and secure to contact tape. (refer to packing list for width of insulation starter roll). It is recommended that insulation be installed no more than 6 feet ahead of panels. NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation covered for the maximum amount of time and the panel ribs can be kept in proper alignment for the ridge panel. This is critical on the "PBR" panels so that the ridge caps can be properly installed. Check for proper coverage as the sheeting progresses. Note panel—sheeting sequence below! STEP 7: INSTALL ROOF PANELS (Con't) 7C: Install the first run of roof panels across the building from eave to eave, or eave to ridge. To allow proper installation of rake trim, the starting location for the first panel must be as shown in rake details included with the erection drawings. When the first run is properly located and aligned with the correct endlaps and eave overhang, fasten to purlins. Roof panels should be installed so that the sidelap is in a direction away from the prevailing wind. Refer to appropriate lap detail. 7D: Install remaining roof insulation and panels. To avoid accumulative error due to panel coverage gain or loss, properly align each panel before it is fastened. Occasional checks should be made to ensure that correct panel coverage is maintained. Special attention should be given to fastener, mastic and closure requirements. Refer to details with erection drawings. 7E: At finishing end of roof, the last panels may require field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC. must be removed from roof to guard against corrosion. NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR UNATTENDED ROOF PANELS. Panels May Collapse If Not Properly Secured! Roof panels must be completely attached to the purlins and to panels on either side before they can be a safe walking surface. Light transmitting panels or translucent panels can never be considered as a walking surface. Partially attached or unattached panels should never be walked on! Do Not: 1. Step on rib at edge of panel. 2. Step near crease in rib at edge of panel. 3. Step within 5 feet of edge on unsecured panel. A single roof panel must never be used as a work platform. An OSHA approved runway should be used for work platforms! (Consult OSHA Safety and Health Regulations for the Construction Industry). Safety First! RAKE TRIM STEP 8: INSTALL TRIM AND ACCESSORIES vrtivnv� L/1 VL. I GUTTER ,)) 8A: Install rake trim and gable closure. 813: If included with the building, install the eave gutter, corner closures and downspouts. P�0 NOTE: Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter to guard against.,,,,-' corrosion. 4'•,�2G) 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. Refer t C 6451 m TION the appropriate details for installation instructions. i' EXP.�.. r' 6/30/201 f IMPORTANT: Remove debris from roof and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch—up any minor/mild 9r< CSV scratches with color match touch—up paint. ``` ','� �,':"Cc Purlin to Rafter Concealed Nut Connection - Flange Brace FB4_ Erection Note Lap and attachment of Purlin varies refer to Roof Plan and Lap Detail for requirements. Purlin Lap Symbol denoted on Roof Framing Plan (2) J70 Bolts R unless noted on erection drawings r 1"0 A325 0 I Bolts t r - Clip CL199 Attach this Clip and Flange Brace with Bolts 'Finger Tightened" as Purlins are erected to maintain stability. Un -bolt Clip to Install Vapor Barrier Membrane (Not by Bldg. Mfr.). Pierce Membrane for Clip bolts and reattach clip. Fully tighten bolts via pretensioning method specified per job. CF02038 !c'12 02 (2) J"0 Bolts each end of Purlin lap - Flange Brace FB4_ (when specified) Attach Flange Brace to Rafter and Fleld Bend" to attach to lower Clip hole. 1"0 A325 Bolt each end. Erection Note Flange Braces may be required one or both aides of Rafter. For requirements, and locations at Main Frame and Rigid Frame In Endwall refer to "Cross Sectlon-'A. For requirements, and locations at Bearing Frame Endwall refer to -Roof Plan". Strut PC43. Knock -In Bridging Installation 3:12 to 41:12 Single Row Ridge Tie 'udin PC80_ Eave Struts Bridging KBA1_ (Beyond) Strut Purlin At Eave All fasteners shown are1B 1"-14 x 1r DP3 unless noted Bldg. Ridge (Sym.) '--Peak Purlin —KBA1_ At Ridge Note: The Bridging Angle will be Installed from the bottom slot of the hl h side Purlin K601002 Knock -In Bridging Roof Layout P�KB01006 ar '12 02 Single Row Jun'15 02 oFFactory Welded Anti -Roll Clip required at continuous (extending E/W to E/W) Purlin. This is usually on the first Purlin. 4 W Fastener #55 12-24 x 1j" DP5 3 Each end of PC80_ to the top slot of the Eave Strut adjacent low side purlin. Purlin Eave Strut Knock—In Knock—In Bridging Knock—In Bridging KBA1_ Bridging KBA1_ fr.rut Tie Eave Strut Tie KBA1_ KBAt_ KBA1_ Low Side Eave Stmt Purlin to Purlin High Side Eave Strut Eave Strut Tie a< KBA1_ Knock—In Bridging J��o S0 KBA1_ Q Knock—In Bridging KBA1_ Eave Strut 2MI Step 2 Attach w/ Fastener #1B Insert Tab Into Slot [Bend Tab 90 Degrees J"-14 x 1J7 DP3 Continuous Roof Low Side Shown, High Side Similar RdL The bridging must be inserted into the pre—punched slot in the Purlin as shown in Step 1 and the tab bent side ways for proper installation Step 2 The process must be complete for the bridging to function as designed. 3 N m High Eave To extend to puffin with Antl-Roll Clip. Note: Not required when flush Canopy is Spacer (PC43_) at each located at eave. (refer to Dwg K801013) KBA1_ location. Canopy Purlln Gable Building met 61 Cllp e CL196 at 8" Purlin (extending E/W to E/W) Purlin. This is usually on the first Purlin. CL197 at 10" Purlin _ i CL198 at 12" Purlin / - Clip CL199 Attach this Clip and Flange Brace with Bolts 'Finger Tightened" as Purlins are erected to maintain stability. Un -bolt Clip to Install Vapor Barrier Membrane (Not by Bldg. Mfr.). Pierce Membrane for Clip bolts and reattach clip. Fully tighten bolts via pretensioning method specified per job. CF02038 !c'12 02 (2) J"0 Bolts each end of Purlin lap - Flange Brace FB4_ (when specified) Attach Flange Brace to Rafter and Fleld Bend" to attach to lower Clip hole. 1"0 A325 Bolt each end. Erection Note Flange Braces may be required one or both aides of Rafter. For requirements, and locations at Main Frame and Rigid Frame In Endwall refer to "Cross Sectlon-'A. For requirements, and locations at Bearing Frame Endwall refer to -Roof Plan". Strut PC43. Knock -In Bridging Installation 3:12 to 41:12 Single Row Ridge Tie 'udin PC80_ Eave Struts Bridging KBA1_ (Beyond) Strut Purlin At Eave All fasteners shown are1B 1"-14 x 1r DP3 unless noted Bldg. Ridge (Sym.) '--Peak Purlin —KBA1_ At Ridge Note: The Bridging Angle will be Installed from the bottom slot of the hl h side Purlin K601002 Knock -In Bridging Roof Layout P�KB01006 ar '12 02 Single Row Jun'15 02 oFFactory Welded Anti -Roll Clip required at continuous (extending E/W to E/W) Purlin. This is usually on the first Purlin. 4 W Fastener #55 12-24 x 1j" DP5 3 Each end of PC80_ to the top slot of the Eave Strut adjacent low side purlin. Purlin Eave Strut Knock—In Knock—In Bridging Knock—In Bridging KBA1_ Bridging KBA1_ fr.rut Tie Eave Strut Tie KBA1_ KBAt_ KBA1_ Low Side Eave Stmt Purlin to Purlin High Side Eave Strut Eave Strut Tie a< KBA1_ Knock—In Bridging J��o S0 KBA1_ Q Knock—In Bridging KBA1_ Eave Strut 2MI Step 2 Attach w/ Fastener #1B Insert Tab Into Slot [Bend Tab 90 Degrees J"-14 x 1J7 DP3 Continuous Roof Low Side Shown, High Side Similar RdL The bridging must be inserted into the pre—punched slot in the Purlin as shown in Step 1 and the tab bent side ways for proper installation Step 2 The process must be complete for the bridging to function as designed. 3 N Tie Angles at Eave for Knock -In Bridging and Top and Bottom Angle (TBA) Bridging Tle Angles KBA1_ k4% Extend to Purlin With Anti -Roll Clip. Attach With Fastener #1B �-14 x 11" SD W/O Washer at Each End. (Not Required When Flush Canopy is Located at Eave.) 0 0 o � o Eove Strut o dD 'age KBO1013 Nov'161 R04 Factory Welded Anti -Roll Clip at For Side. Usually Located on the First Continuous Purlln. column (Shape and Connections Will Vary Refer to Frame Cross Section) Ile Angles KBA1_ Extend to Purlin With Anti -Roll Clip. Attach With Fastener #1B �-14 x 1i" SD W/O Washer at Each End. Ms ---ave Strut Tie KBA1_ Attach With Fastener #1B �--14 x Ir SD W/O Washer at Each End. Knock -In Bridging Attachment "o age Structural Bracing agPF04003 Portal Frame PF04018 PF04040 at Slimline Canopyat Eave Web Mounted Pipe and Tube Struts Date , Rev with Cli Bolted Flush or Inset Girt R.Y. Wind Strut Rafter to Purlin Connection Detail - Bypass A r 16 01 Jun 16 02 p ' Apr 11 01 Jun'161 02 • � Fastener #1B 1/4-14 x 11* DP3 Pipe or Tube Strut Heavy Clip (Shown) / � PC28_ Rod Bracing To PC32_ See Erection Drawings for Location, Primary Framing (Typ) Eave Strut Tie Piece Mork and Connection Bolt Sizes. w/ (8) J"0 A325 Bolts Canopy Purlin (KBAQ Eave Strut Tie Canopy Purlin (When required) (KBAQ (When required) Symbol on Erection Drawlnas or Standard Clip •�. $ Denotes Pipe Strut • PA CL111 or PC20_ " 1 (Typical) , -B- Denotes Tube Strut °fie 4, 0 w/ (6) J"0 A325 Bolts I I ��P, �gP,/ BP KgP1 �0P1 �gP °her 0 See "Cross Section " FlalgSide%r 2 Sides (Typical) Eave Channel Eave Strut Canopy Projection Steel Line Single Row For Roof Slope < 3:12 Low Eave Eave Strut Tie (KBA1 � Canopy Purlln (When required) KRe, (Typical) Eave Strut Eave Channel Steel Una Canopy Projection Single Row For Roof Slope z 3:12 Low Eave Eave Strut Tie Canopy Purlin (KBAQ (When required) Eave Channel Canopy Projection For Double Rows Low Eave 0 for applicable Clip wAw � Eave Strut Eave Channel '4 � ` See "Dross Sections' for Bolt requirements Clip Steel Una Canopy Projection CL205 See Section 'A' do "B' for PC9- Single Row For Roof Slope < 3:12 • i 1 ii 1 IV-9amr✓ iii i i i iIt\1 i n Tie Angles (KBAQ typical at each frameItn e. Strut Purlin Use Strut High Eave To extend to puffin with Antl-Roll Clip. Note: Not required when flush Canopy is Spacer (PC43_) at each located at eave. (refer to Dwg K801013) KBA1_ location. Canopy Purlln Gable Building met hen required) Eave Strut4KSAA.1 Factory Welded Anti -Roll Clip required at continuous e (KBA (extending E/W to E/W) Purlin. This is usually on the first Purlin. o� o (Shape may Vary) � KBA1_ Fray ie W Purlins, Girts endRod or Cable BraeingEave c Channel Eave Struts notSee Erection Drawings for Location Shown for Clarity °LM W v� 3 0(N(nNO Eaver N N ,.. '� o L a+ o Knock -In Bridging = W W 0W ❑ Typical 0 .0 Single Row For Roof Slope 2:312 Column Similar Rafter Shown, 2 ci W Pipe or Tube Strut »B»a Column Similar PC7- Strut Purlin Portal Frame Use Strut Spacer (PC43-) Column at each KBA1_ location. Eave Strut Tie Canopy Purlin (KBA1_) (When required) Fra e I TieAngles (KBA1 typical at each frame line. To extend to Purlin with Anti -Roll Clip. N Note: Not required when flush Canopy is p O located at eave. (refer to Dwg KB01013) Single Slope Building Tie Angles at Eave for Knock -In Bridging and Top and Bottom Angle (TBA) Bridging Tle Angles KBA1_ k4% Extend to Purlin With Anti -Roll Clip. Attach With Fastener #1B �-14 x 11" SD W/O Washer at Each End. (Not Required When Flush Canopy is Located at Eave.) 0 0 o � o Eove Strut o dD 'age KBO1013 Nov'161 R04 Factory Welded Anti -Roll Clip at For Side. Usually Located on the First Continuous Purlln. column (Shape and Connections Will Vary Refer to Frame Cross Section) Ile Angles KBA1_ Extend to Purlin With Anti -Roll Clip. Attach With Fastener #1B �-14 x 1i" SD W/O Washer at Each End. Ms ---ave Strut Tie KBA1_ Attach With Fastener #1B �--14 x Ir SD W/O Washer at Each End. Knock -In Bridging Attachment "o age Structural Bracing agPF04003 Portal Frame PF04018 PF04040 at Slimline Canopyat Eave Web Mounted Pipe and Tube Struts Date , Rev with Cli Bolted Flush or Inset Girt R.Y. Wind Strut Rafter to Purlin Connection Detail - Bypass A r 16 01 Jun 16 02 p ' Apr 11 01 Jun'161 02 • � Fastener #1B 1/4-14 x 11* DP3 Pipe or Tube Strut Heavy Clip (Shown) / � PC28_ Rod Bracing To PC32_ See Erection Drawings for Location, Primary Framing (Typ) Eave Strut Tie Piece Mork and Connection Bolt Sizes. w/ (8) J"0 A325 Bolts Canopy Purlin (KBAQ Eave Strut Tie Canopy Purlin (When required) (KBAQ (When required) Symbol on Erection Drawlnas or Standard Clip •�. $ Denotes Pipe Strut • PA CL111 or PC20_ " 1 (Typical) , -B- Denotes Tube Strut °fie 4, 0 w/ (6) J"0 A325 Bolts I I ��P, �gP,/ BP KgP1 �0P1 �gP °her 0 See "Cross Section " FlalgSide%r 2 Sides (Typical) Eave Channel Eave Strut Canopy Projection Steel Line Single Row For Roof Slope < 3:12 Low Eave Eave Strut Tie (KBA1 � Canopy Purlln (When required) KRe, (Typical) Eave Strut Eave Channel Steel Una Canopy Projection Single Row For Roof Slope z 3:12 Low Eave Eave Strut Tie Canopy Purlin (KBAQ (When required) Eave Channel Canopy Projection For Double Rows Low Eave 0 for applicable Clip wAw � Eave Strut Eave Channel '4 � ` See "Dross Sections' for Bolt requirements Clip Steel Una Canopy Projection CL205 See Section 'A' do "B' for PC9- Single Row For Roof Slope < 3:12 • KBA1_ KBA1_ KBA1 Extended Connection Plate 8A1_ KBAt Leading End With for (2) Erection Aid Bolts. Extended Connection Plate !�71(Typl cal) for (2) Erection Aid Bolts. (2) Erection Aid Bolts. See *13* -Eave Strut Eave Channel Section "A" Erection Drawings for Size. Section B Eave Strut Steel Una Steel Una Cano Projection 1) Section "A' and 'B' show P1 e/Tube Struts In adjacent ba erected left to right The Rafter/Column Web All Bolts "0 unless PY will have holes to allow erection In either direction, unless noted on the Erection Drawings. The Leading End ispecifled otherwise For Double Rows of the Pipe/rube Strut will have an Extended Connection Plate for (2) Erection Aid Bolts that are to be HighEave drawn up wrench -tight to secure the Pipe/Tube Strut in place before the adjacent bay Strut is erected. g 2) Bracing Members are permanent and may not be removed after erection unless noted for plumbing or NOTE: FRAME SHAPES MAY VARY. erection purpose only on the Erection Drawings.SEE FRAMING PLAN FOR PORTAL FRAME LOCATIONS CL207 or PC29_ for Inset (Shown) CL292 or PC30_ for Flush attach with (1) Fastener #12A at each end Frame Column Portal Frame Column 0 0 0 0 Sheeting Clip PC22_ attach with Fastener #55 12-24x1r DP5 at6"O.C. (Minimum of (2) required) Soldier Column Rod Bracing To Primary Framing I -Purlins Are Ia Bolted To Wind Strut Rafter. PC32_ Is Bolted To Wind Strut Eave Strut Rafter And Purlin Web. �- Flange Brace If Required (See Roof Framing Plan) Wind Strut Rafter (4)" A325 Bolts 10 V m�. • Connection at Pipe or Tube High Eave Struts Located in Adjacent Bays Rafter Canopy Purlln (Shape may Vary) met hen required) Eave Strut4KSAA.1 e (KBA Column o� • (Typic"Al (Shape may Vary) � KBA1_ e L Purlins, Girts endRod or Cable BraeingEave c Channel Eave Struts notSee Erection Drawings for Location Shown for Clarity and Piece Mark and Construction to EZZ_ � o) Eaver Pages PF04101, PF04111, PF04113 Steel Line Can Projection Canopy or PF04114 for Details. ® ❑ Rafter Shown, CIL234 Single Row For Roof Slope 2:312 Column Similar Rafter Shown, or High Eave Pipe or Tube Strut »B»a Column Similar PC7- Portal Frame � !4 't Column TrailinEnd 0 Eave Strut Tie Canopy Purlin (KBA1_) (When required) Connection Plate O 0 * (Typical) KBA1- KBA1 _ Leading End With 0 J KBA1_ KBA1_ KBA1 Extended Connection Plate 8A1_ KBAt Leading End With for (2) Erection Aid Bolts. Extended Connection Plate !�71(Typl cal) for (2) Erection Aid Bolts. (2) Erection Aid Bolts. See *13* -Eave Strut Eave Channel Section "A" Erection Drawings for Size. Section B Eave Strut Steel Una Steel Una Cano Projection 1) Section "A' and 'B' show P1 e/Tube Struts In adjacent ba erected left to right The Rafter/Column Web All Bolts "0 unless PY will have holes to allow erection In either direction, unless noted on the Erection Drawings. The Leading End ispecifled otherwise For Double Rows of the Pipe/rube Strut will have an Extended Connection Plate for (2) Erection Aid Bolts that are to be HighEave drawn up wrench -tight to secure the Pipe/Tube Strut in place before the adjacent bay Strut is erected. g 2) Bracing Members are permanent and may not be removed after erection unless noted for plumbing or NOTE: FRAME SHAPES MAY VARY. erection purpose only on the Erection Drawings.SEE FRAMING PLAN FOR PORTAL FRAME LOCATIONS CL207 or PC29_ for Inset (Shown) CL292 or PC30_ for Flush attach with (1) Fastener #12A at each end Frame Column Portal Frame Column 0 0 0 0 Sheeting Clip PC22_ attach with Fastener #55 12-24x1r DP5 at6"O.C. (Minimum of (2) required) Soldier Column Rod Bracing To Primary Framing I -Purlins Are Ia Bolted To Wind Strut Rafter. PC32_ Is Bolted To Wind Strut Eave Strut Rafter And Purlin Web. �- Flange Brace If Required (See Roof Framing Plan) Wind Strut Rafter (4)" A325 Bolts 10 V m�. The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. JUlk 3 b 7 A, c ra 0 � e L 6 c J to EZZ_ � o) L p J 0 Q ® ❑ W >- ami Lq 9� 8,z N � V � !4 't of N p O 0 a tZ o N ❑ ❑ rn Q U WVUJ j F o U Wp-iw B �050 U) p' Ndr0 3 Vf C� r- 0 V p �.--4 O Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engineer: DC Job Number. 15—B-82627 Sheet Number. R5 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. JUlk 3 b 7 A, Flush Sidewall Girts at Portal Frame PF04050 Feb'11 00 Portal Frame Sidewall Girt j'0 Bolts -� Main Building Column Not Shown Rod Brace WtRe Attachment at Web Rod Brace (See Erection Drawings for Part Mark and Location) • Note: Flat Washer WF500 hos a Bun: Threads After larger outside diameter than Flat Final Tightening Washes' WFH500 and is to be located next to the Slope Washer. Slope Washer � Flat Washer WF500 on }"0 Rod Only Note: These Parts ® are Shipped Loose. ® Flat Washer See Chart Below for Part Marks. A�, l- Hex Nut Align Slot With Rod Brace Column Shown, Rafter Similar. For Rod Brace That Falls Within the Girt Web, the Erector is to add a Minimum Size Slot for the Passage of the Rod Brace. O 1 U O CL292 or PC30_ Sidewall Girt Sheeting Clip PC22_ Sheeting Clip (1) Fastener #12A Structural Fastener 12-14 x 1" P.H. DP3 6' on center C1292 Sheeting Clip at each end (2 minimum) (1) Fastener #12A 12-14 x 1' P.H. DP3 SIDEWALL at each end w O Part Marks for Rod Brace Assembly 1 Portal Frame Rafter Rod Brace Slope Washer •Flat Washer Bottom Flange Hex Nut �-0 WR08_ WS110 • WF500 WFH500 HSN500 �"0 WR10_ WS110 None WFH625 • PC60 Field Bolted or Welded a WR12_. WS120 • WFH750 for Field Located Framed r WR14— WS120 None WFH875 Openings 1'0 WR16_ WS130 None WFH1000 CL292 Sheeting Clip ❑ ti CS W U zm� (1) Fastener #12A Gf 4 ° zoo � 12-14 x 1' P.H. DP3 Door Jamb I !i 0 Y at each end Note: Factory Located Framed Openings Attach L� PC22_ Sheeting Clip to Factory Welded Clips at Portal Frame Rafter Structural Fastener CL292 or P C30_ 6" on center Sheeting Clip (1) Fastener #12A (2 minimum) Door Jamb 12-14 x 1' P.H. DP3 To Be Clipped to the Portal Frame Rafter Bottom Flange at each end Building (See Detail Above) A; Column Portal Frame /- j"0 Bolts Rod Brace WtRe Attachment at Web Rod Brace (See Erection Drawings for Part Mark and Location) • Note: Flat Washer WF500 hos a Bun: Threads After larger outside diameter than Flat Final Tightening Washes' WFH500 and is to be located next to the Slope Washer. Slope Washer � Flat Washer WF500 on }"0 Rod Only Note: These Parts ® are Shipped Loose. ® Flat Washer See Chart Below for Part Marks. A�, l- Hex Nut Align Slot With Rod Brace Column Shown, Rafter Similar. For Rod Brace That Falls Within the Girt Web, the Erector is to add a Minimum Size Slot for the Passage of the Rod Brace. O 1 U O CL292 or PC30_ Sidewall Girt Sheeting Clip PC22_ Sheeting Clip (1) Fastener #12A Structural Fastener 12-14 x 1" P.H. DP3 6' on center C1292 Sheeting Clip at each end (2 minimum) (1) Fastener #12A 12-14 x 1' P.H. DP3 SIDEWALL at each end w O Part Marks for Rod Brace Assembly Rod Brace Diameter Rod Brace Slope Washer •Flat Washer Flat Washer Hex Nut �-0 WR08_ WS110 • WF500 WFH500 HSN500 �"0 WR10_ WS110 None WFH625 HSN625 ro WR12_. WS120 None WFH750 HSN750 r0 WR14— WS120 None WFH875 HSN875 1'0 WR16_ WS130 None WFH1000 HSN1000 Page . CF01121 BF02005 Column Base Channel Detail With Flush Column Date Rev By -Pass Zee Installation Dec'10 00 Apr'16 00 Base Channel (See Framing Elevation) 0 o O O o o s, 1 1 o 0 O O o o i Section A "A"lTriangle Punch Fastener #12A Points In Direction 12-14 x 1' Pancake Of Large Flange SD W/O Washer Zee Lap (2) Per Sheeting Clip Large (Typical) (Typ) Flange A Sheeting Clip CL292 at Endwall PC30 at Sidewall IV A l- i I 1 J Base Channel (See Framing Elevation) Section "A" :e Fastener (Typ) imum ).C. Maximum r Metal Bldg. Mfr.) ZLcrge Flange (L-q•Frame (L-gFrame The large leg of the Zee must be alternated from top to bottom In order to nest the member correctly. A triangle has been added to the end of the Zee near the connection holes, that will point to the large leg of the member. Wind Strut Rafter to Purlin Connection Detail - Flush j X 2 A325 Bolt (I or fl Rod) — j X 21 A325 Bolt (t j, 1, 1 j Rod) r -Rod Bracing To Primary Frame BBolrA325 ts Wind Strut WS_ Cap Plate Field Bolt PC32_ To Wind Strut Then Bolt The Purilne To PC32_ Eave Strut Soldier Column 0 •o Note: Frame Shapes and Conditions May vary Low Side Shown / High Side Similar Girt and Purlin Connection At Bypass Column and Rafter O--:-Ni•-- O O Girt or Puriln Factory Welded Cllp Column or Rafter PF04131 Comer Base Channel Detail With Flush Sidewall Column BF02001 Endwall Base Channel May By -Pass Column Base Plate Date IRev n'13 00 1 Apr'16 00 (1) 0 X 2 A325 Bolt WS1/WS2 d X 3 A325 Bolt WS3/WS4 (1) 1j 0 X 3 A325 Bolt WS5 CF01122 Date Rev Jun '161 02 O' 3r ' 3t ' O Girt or Purlin (4) r0 Bolts Factory Welded Clip - Column or Rafter Lap Symbol G 1'-5r at <�> 1'-5r at 2'-5r at O 2'-5r at ^ i 3'-1 r at <V> 3'-1 r at o OI I O 1 (4) r 0 Bolts Lap Symbol <L r (2) }'0 Bolts at each end of lap O O o 01 I O o 01 m� Girt or Purlin (2) f0 Bolts Typical at Connection. Factory Welded Clip (4) r0 Bolts when Girt or Purfln Lap is Denoted With Symbol * on the Column or Rafter Erection Drawings. Lap Symbol R T & V Refer to Erection Drawings for Lop , Symbol at Girt and Purlin Connection. ZEE SECTION LAP TABLE SYMBOL LAP LENGTH SYMBOL LAP LENGTH -0'- 2'-5 0'-3 V S-1 1'---5r j All Bolts to be 1'0 Unless Noted. For Required Length Refer to Grip Table on Erection Drawings. Sldewall 0 0 Base Channel (See Framing Elevation) Fastener #12A 12-14 x 1' Pancake SD W/O Washer o 0 (2) Per Sheeting Clip (Typ)0 O O > _ o O Field Cut Base Channel Around Column Base Plate If Necessary Base Channel (See Framing Elevation) 0 0 "A" aEndwall Sheeting Clip PC31 Base Channel (See Framing Elevation) Base framing is supplied In standard lengths. Modifications such as cutting at columns or openings, are to be handled In the field. Section "A" Girts at Column Flush Sidewall or Endwall Girts oncrete Fastener (Typ) '0 Minimum '-6' O.C. Maximum Not by Metal Bldg. Mfr.) CL292 a r WaV_ Sheeting Clip (1) Fastener #12A 12-14 x 1' P.H. DP3 at each end Girt CF01123 ?b '111 01 m 0 O Job Number. • 15—B-82627 Sheet Number: R6 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. i C6461- y m EXP. 6130/201 w O t o c o D L A a z oo� >' ® ❑ ti CS W U zm� Gf 4 ° zoo � V !i 0 Y L� N OL A; 2b �10 CL Q U0 ❑ ❑ O� rn wZ W to C-4 cc Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. D'. Z..f DC Job Number. • 15—B-82627 Sheet Number: R6 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. i C6461- y m EXP. 6130/201 Eave Strut Connection at Main Frame Interior Bay Roof Line 2 En N .6-1 > •Q' w 2* 2" _ + o W 1 1 1 a� 1 C 1 J 1 1 � 1 _ 1 N "' Girt Depth + l/4" I By—Pass CF02030 OAIt: KV.NO. Feb'11 01 (Roof Line Flush (� Rafter 1 1 1 1/4";1 1/4" (4) 1/2" X 1 1/4" A325 Bolts without Washers 1 1 1 N Eave Strut ' Bottom Flange 1 N t Steel Line — 1 4" 1 e 1 1 Bay - ; Bay Sidewall Girls and Endwall Girls at Flush Comer Column Setback Greater Than V-2" Endwall Girt Does not Pass Column Girt Sidewall I Sheetin Clip CL292 �O— 9 or PC30 0�. Clip SC54 Clip PC78 Note: Zee Girt Shown Cee Girt Similar All Bolts To Be 1"0 Unless Noted. For Required Length Refer To Grip Table On Erection Drawings. It i .i.._.. Eave Strut Connection at End Bay ByPass And Flush Girts Roof Line .\ -v +� Zee Cee Girt rage CF02A c EF03102 Date , 2 Purlin with Anti -Roll Back-up Clip Column - Endwall Girt Attaches to Inner Column Flange Date (Cold .. at Rafter Dec 14 Header to Jamb Opening Width Jan 16 01 Typ. at Girt Anti -Roll Back-up Clip V A a (Cold Foam Shown, See Roof Framing J_ within Opening Plan for Location _c ❑ SC252 Clip SC90 at 8- Purlins Pudin o Jamb = JL_ (Hot Rolled) SC92 at 10" Purlins Jamb JR_ (Hot Rolled ) o SC94 at 12" Purlins Girt = Steel Line w =1(2) o 2" 2" S when Framed Opening Is to » (2) 0 Bolts 12-24 x 1r SD DP5 Unless Noted on W/O Washer Erection Drawings a be paneled over. 1 At Each End and 6" Clip May be Factory Girt + > See AC01223 O 1 Corner Column D•A- Welded Q Clip PC81 L/R Finish Floor Rafter Bolted as Shown LS cn CY)o Clip May be Factory Girt ❑ Opening width Welded Girt Height — 71 O �I m � c .J J N �I Girt Depth + 1/4" By -Pass Guts 1 /4" Roof Line CF02033 DATE Feb'12 03 Roof Line -v c 0 0 2" I ' � Flush Ghs _P1" I I Eave Strut ..J N I -------�--�- I (4) rO A325 Bolts Varies Column or Rrafter I End Bay _ Note: Rafter Zee Girt Shown Cee Girt Similar All Bolts To Be J"0 Unless Noted. For Required Length Refer To Grip Section AA Table On Erection Drawings. ,age Welded Clips -Framed Opening Connections �AC01220 Welded Clips -Framed Opening Connections AC01223 Welded Clips - Framed Opening Connections AC01224 EF03106 p p 'ate , Rev Cold Form and Hot Rolled Cee Three and Four Sided Openings baw MM Nov'11 01 Cold Form and Hot Rolled - Base, Girt, Header, and Sill to Jamb Nov'11 01 Cold Form and Hot Rolled - Jamb/Sub Jamb to Zee/Cee Girt orHeader/Sill Jul 00 Jan 16 00 Note; All Horizontal Members within clear Opening are Clipped and See AC00915 thru AC00923 (2) J0 Bolts (2) J70 Bolts attached to Jambs with J"0 Fin Head Bolts. and AC01224 thru AC01232 o Field Drill A" Holes In Girt at Jamb Sub Jamb HeaderCf �I Field Located Framed Openings (Cold Form Shown, H_ (Hot Rolled) A Hot Rolled Similar) HC_ (Cold Form) 6 in Zee Cee Girt rage CF02A Endwall Girts and Non -Aligned Girls or Open Sidewall at Flush Comer EF03102 Date , Rev Purlin with Anti -Roll Back-up Clip Column - Endwall Girt Attaches to Inner Column Flange Date (Cold .. at Rafter Dec 14 Header to Jamb Opening Width Jan 16 01 Typ. at Girt Anti -Roll Back-up Clip V A a (Cold Foam Shown, See Roof Framing J_ within Opening Plan for Location _c ❑ SC252 Clip SC90 at 8- Purlins Pudin o Jamb = JL_ (Hot Rolled) SC92 at 10" Purlins Jamb JR_ (Hot Rolled ) o SC94 at 12" Purlins Girt - Clip PC81 L/R Steel Line (2) J"0 x 14" =1(2) o JRC_ (Cold Form) Fastener X55 A325 Bolts when Framed Opening Is to » (2) 0 Bolts 12-24 x 1r SD DP5 Unless Noted on W/O Washer Erection Drawings a be paneled over. 1 At Each End and 6" Clip May be Factory Girt N Sidewall 1 on Center See AC01223 O 1 Corner Column D•A- Welded Q Clip PC81 L/R Finish Floor Rafter Bolted as Shown cn CY)o Clip May be Factory Girt ❑ Opening width Welded Girt Height — 71 O Fastener X16 Sided Framed Opening. in 12-24 x Ir 1 •• Girt within opening is Pancake SD DP5 — -i See AC00915 thru AC00923 Opening Width x'05 W/o Washer 1 O provided when Framed Opening Anti -Roll Back-up Clip 1 1 3 1 See Roof Framing Header Plan for Location to Jamb O � of Rafter SC90 at 8" Purlins Checked by. Puriin lalrt SC92 at 10" Purlins — HC_ (Cold Form) SC94 at 12" Purlins Endwall of 17 (2) �-0 x 1r Sheeting Clip Fastener 112A See AC01223 A325 Bolts PC31 12-14 x 1 Pancake FO 0 Unless Noted on SD W/O Washer Erection Drawings "Z- Sheeting Clip (2) Per Sheeting Clip Endwall I I I I '* Zee/Cee Girt Zee Cee Girt PC22 (Typ) Jamb Sheeting Clip CL292 t or PC30 I O II 01 - Note: Rafter Zee Girt Shown Cee Girt Similar All Bolts To Be J"0 Unless Noted. For Required Length Refer To Grip Section AA Table On Erection Drawings. ,age Welded Clips -Framed Opening Connections �AC01220 Welded Clips -Framed Opening Connections AC01223 Welded Clips - Framed Opening Connections AC01224 EF03106 p p 'ate , Rev Cold Form and Hot Rolled Cee Three and Four Sided Openings baw MM Nov'11 01 Cold Form and Hot Rolled - Base, Girt, Header, and Sill to Jamb Nov'11 01 Cold Form and Hot Rolled - Jamb/Sub Jamb to Zee/Cee Girt orHeader/Sill Jul 00 Jan 16 00 Note; All Horizontal Members within clear Opening are Clipped and See AC00915 thru AC00923 (2) J0 Bolts (2) J70 Bolts attached to Jambs with J"0 Fin Head Bolts. and AC01224 thru AC01232 o Field Drill A" Holes In Girt at Jamb Sub Jamb HeaderCf �I Field Located Framed Openings (Cold Form Shown, H_ (Hot Rolled) A Hot Rolled Similar) HC_ (Cold Form) 6 in Girt Height Zee GirtGirt Zee Girt T Height I o Jamb/Sub Jamb (2)J-0 B01ts --- (Cold Form Shown, Field Drill A Holes In Girt at Hot Rolled Similar) NI Field Located Framed Openings Jamb/Sub Jamb to Zee Girt Jamb/Sub Jamb to Zee Girt (2) }70 Bolts Field Drill %" Holes in Girt at cl ___ Jamb/Sub Jamb Field Located Framed Openings (Cold Form Shown, 't Hot Rolled Similar) in Cee Girt Cee Girt Girt (Toed Up or Down Gir{ V(Toed Up or Down Height r or Doubled) Height or Doubled) a Jamb/Sub Jamb (2)'F`0 Bolts -- (Cold Form Shown, Field Drill 1% Holes in Girt at Hot Rolled Similar) NI Field Located Framed Openings deimb,(Sub Jamb to Cee Girt Jamb/Sub Jamb to Gee Girt o Zee Cee Girt '* Zee/Cee Girt See AC01223 Zee Cee Girt See AC01223 Jamb/Sub Jamb Form Shown, vField Header Opening Height (Cold Form Shown, Hot Rolled Similar) Jamb/Sub Jamb Opening Width (Cold Form Shown, Hot Rolled Similar) - Corner Column (Cold .. Clip SC252 = Header to Jamb Opening Width Jamb/Sub Jamb N Typ. at Girt o, V A a (Cold Foam Shown, J_ within Opening z � � `a' _c ❑ SC252 Clip Hot Rolled Similar) r ami Zm� o Jamb = JL_ (Hot Rolled) Cee Girt/Header Jamb JR_ (Hot Rolled ) o Girt within opening is provided Girt - Clip PC81 L/R JLC_ (Cold Form) Jamb/Sub Jamb (Cold Form Shown. =1(2) o JRC_ (Cold Form) _-- IL Jamb/Sub Jamb Hot Rolled Similar) to Cee Girt/Header when Framed Opening Is to » (2) 0 Bolts Bolted as Shown a be paneled over. Clip May be Factory Girt N See AC01223 O Welded Q Finish Floor 4 cn CY)o ❑ ❑ Opening width F- Girt Height — 71 O Three Sided Framed Opening. in (2) 1.0 Bolts 1 •• Girt within opening is See AC00915 thru AC00923 Opening Width x'05 1 provided when Framed Opening and AC01224 thru AC01232 (2 Fin 3 1 is to be paneled over. Header Head Bolts Head to Jamb O � Drawn by. H_ (Hot Rolled) Checked by. lalrt Project Engineer. DC — HC_ (Cold Form) Sheet Number. R7 of 17 See AC01223 Sill Jamb/Sub Jamb (Cold Form Shown, (Cold form Shown, Hot Rolled Similar) Hot Rolled Similar) Endwall Zee Cee Girt '* Zee/Cee Girt Zee Cee Girt i Jamb at -c Fastener {�12A77 12-14 x 1" Pancake Clip SC252 See AC01223 a Sill Height Similar) SD W/0 Washer Typ. at Girt within Opening o (2) 1"0 Bolts (2) Per Sheeting Clip I ID T YP)= Sheeting Clip o Jamb Sill H_ (Hot Rolled) Jamb HC_ (Cold Form) .. 0 LColdShown, PC31 JL_ (Hot Rolled) JR_ (Hot Rolled) Sill to Jamb Rods JLC_ (Cold Form) JRC_ (Cold Form)Finish Flooror ram ng em erSee AC01223See Width Four Sided_Framed 02enincL AC01232�•Opening Jamb to Finish Floor Girt Height Zee GirtGirt Zee Girt T Height I o Jamb/Sub Jamb (2)J-0 B01ts --- (Cold Form Shown, Field Drill A Holes In Girt at Hot Rolled Similar) NI Field Located Framed Openings Jamb/Sub Jamb to Zee Girt Jamb/Sub Jamb to Zee Girt (2) }70 Bolts Field Drill %" Holes in Girt at cl ___ Jamb/Sub Jamb Field Located Framed Openings (Cold Form Shown, 't Hot Rolled Similar) in Cee Girt Cee Girt Girt (Toed Up or Down Gir{ V(Toed Up or Down Height r or Doubled) Height or Doubled) a Jamb/Sub Jamb (2)'F`0 Bolts -- (Cold Form Shown, Field Drill 1% Holes in Girt at Hot Rolled Similar) NI Field Located Framed Openings deimb,(Sub Jamb to Cee Girt Jamb/Sub Jamb to Gee Girt o (2) 1"0 Bolts Field Drill 4' Holes in Girt at Jamb/Sub Jamb Form Shown, vField Located Framed Openings (Cold .. Hot Rolled Similar) N J pppp V A a NQ0 z�rn J_ Sill z � � `a' ® ❑ Cee Girt/Sill Header r ami Zm� Cee Girt/Header Height 0 Height Jamb/Sub Jamb (Cold Form Shown. =1(2) o T-0 Bolts Field Drill A" Holes in Girt at _-- IL Jamb/Sub Jamb Hot Rolled Similar) to Cee Girt/Header o N� Jamb/Sub Jamb Field Located Framed Openings to Cee Glrt/SiII LSA w 0 0 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. G� F to 9 G) cx_ # C 6461 v m EX? 613012017 7 � g J pppp V A a NQ0 z�rn � z � � `a' ® ❑ &q w r ami Zm� 0 WNL C!f CJy a N C O ,c E Q 0 4 cn CY)o ❑ ❑ F- 0 0 w E-- Q w W �"F in UJ Z 0 x'05 o, OVr0r0 N W 3 Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engineer. DC Job Number. 15-8-82627 Sheet Number. R7 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. G� F to 9 G) cx_ # C 6461 v m EX? 613012017 7 � Welded Clips - Framed Opening Connections AC01225 Cold Form and Hot Rolled Cee - Jamb/Sub Jamb to Low Side Eave Strut Jul'11 00 Low Side Eave Strut W (2) J"0 Bolts I Field Drill A" Holes in Eave Strut Iat Field Located Framed Openings Steel Line Jamb/Sub Jamb ir (Cold Form Shown, Hot Rolled Similar) jamblSub Jamb to Low Side Eave Strut 0:12 thru 4x:12 Roof Slope Low Side Eave Strut W I \ (2) 1"0 Bolts � , I Fleld Drill A" Holes in Eave Strut I at Fleld Located Framed Openings Steel Line I Jamb/Sub Jamb (Cold Form Shown, Hot Rolled Similar) Jamb-ISub Jamb to Low Side Eave Strut 4&":12 thru 12:12 Roof Slope Bolted Clips - Framed Opening Connections AC01323 Cold Form and Hot Rolled - Base, Girt, Header, and Sill to Jamb Ma '14 02 SC425 Clip (2) 1.0 Bolts (2) 1.0 Fin Jamb Sub Jamb ** Girt within opening is Head Boltsprovided when Framed Opening (Cold Form Shown, is to be paneled over. Hot Rolled Similar) Header Opening Width (Cold Form Shown, Opening Height Jamb/Sub Jamb Hot Rolled Similar) (Cold Form Shown. CL751 Clip Hot Rolled Similar) *+ Girt within opening Girt Opening Width (2) J-0 Bolts (2) }70 Bolts Header to Jamb Opening Width Girt Height (2) j"0 Fln 4 SC425 Clip Head Bolts Sill Jamb/Sub Jamb cart to Jamb (Cold Form Shown. (Cold Form Shown, Hot Rolled Similar) Hot Rolled Similar) Sill Height (2) '"0 Fln -/ Head Bolts CL753 at 8 Ij CL755 L/R at 10- (2) r0 Bolts CL757 L/R at 12" Cold Form Jambs Sill to Jamb At Cold Form Jamb Jamb/Sub Jamb (2) j"0 Fin Bolts at (Cold Form Shown, Three Sided Framed Opening. Hot Rolled Similar) (2) 1"0 Botts at Four Sided Framed Opening J"0 Anchor Rods s •�, 2�w 3 HBase Plate on JL JR do Hot Rolled Jambs .tomb to Finish Floor Welded Clips - Framed Opening Connections AC01227 Cold Form and Hot Rolled Cee - Jamb/Sub Jamb to Rafter Jun'15 R 01 Factory and Field Located Flange Brace Flange Brace (Invert the Flange Brace if it (Invert the Flange Brace if it fouls a Bridge Channel) fouls a Bridge Channel) Rafter -, C /- Rafter "-Shop Welded Clip Shop Welded Clip--*' (2) J"0 Bolts (2) 0 Bolts Jamb/Sub Jamb Jamb/Sub Jamb (Cold Form Shown, (Cold Form Shown, Hot Rolled Similar) Hot Rolled Similar) Jamb/Sub Jamb to Rafter ,kimh/SSub Jamb to Rafter 0:12 thru 1212 Roof Slope 0:12 thru 12:12 Roof Slope (Cee to Downhill Side) (Cee to Uphill Side) (2) 1"0 Bolt; Jamb/Sub Jamb (Cold Form Shown, Hot Rolled Similar) 0 c Section "A" tafter Shop Welded Clip Bolted Clips - Framed Opening Connections . AC01329 Cold Form and Hot Roiled Cee - Jamb/Sub Jamb to Rafter Jun'15 01 Factory and Field Located Flange Brace Flange Brace (Invert the Flange Brace if it (Invert the Flange Brace N it fouls a Bridge Channel) fouls a Bridge Channel) Rafter r Rafter (2) J-0 Bolts \ (2) ro Bolts PC60_ Clip PC60_ Clip (2) �"0 Bolts -,"'(2) !ro Belts Jamb/Sub Jamb Jamb/Sub Jamb (Cold Form Shown, (Cold Form Shown, Hot Rolled Similar) Hot Rolled Similar) Jamb/Sub .iamb to Rafter Jamb/Sub Jamb to Rafter 0:12 thru 1212 Roof Slope 0:12 thru 12:12 Roof Slope (Cee to Downhill Side) (Cee to Uphill Side) Rafter -% Jamb/Sub Jamb (Cold Form Shown, Hot Rolled Similar) Section "A" PC60_ Clip Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Framing Between Jambs Jamb/Sub Jamb (Cold Form Shown. Hot Rolled Similar) RAi Sheeting Angle Field Cut and Attach with (2) Fastener #12A 12-14 x 1" P.H. DP3 at Cold Form Jamb and I (2) Fastener #16 12-24 x 11" P.H. DP5 at Hot Rolled Jamb 01 10 OL -Jo Greater Than 1'-8" Jamb/Sub Jamb (Cold Form Shown, Hot Roiled Similar) RAi Sheeting Angie Fleld Cut and Attach with (4) Fastener #113 J"-14 x W AC01233 Bolted Clips - Framed Opening Connections AC01320 Cold Form and Hot Rolled Cee - Three and Four Sided Openings Ma '14 02 ar'14 01 Note; All Horizontal Members within clear Opening are Clipped and attached SC425 Clip See AC00915 thru AC00923 to Jambs with 1"0 Fin Head Bolts. Typ. at Header and AC01324 thru AC01332 Header H_ (Hot Rolled) DH_ (Cold Form) Jamb/Sub Jamb (Cold Form Shown, Hot Rolled Similar) Girt Attached with J10 Bolt Bolted Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Framing Between Jambs ib/Sub Jamb d Form Shown. Rolled Similar) RAi Sheeting Angle Field Cut and Attach with (2) Fastener f12A 12-14 x 1" P.H. DP3 at Cold Form Jamb and (2) Fastener #16 12-24 x 1J" P.H. DP5 at Hot Rolled Jamb ^"" Ciip with '0 Fin Head Bolts Jamb/Sub Jamb (Cold Form Shown, Hot Rolled Similar) RAi Sheeting Angle Field Cut and Attach with (4) Fastener #18 1--14 x Ir ^1 -7`1 Ciip with '0 Fin Head Bolts Jamb/Sub Jamb (Cold Form Shown, Hot Rolled Similar) Girt Attached with 1*0 Bolt AC01333 IPM ar'141 02 Girt r rn Jamb - JL_ (Hot Rolled) DJ_ (Cold Form) +* Zee/Cee Girt '-See AC01323 Zee Cee Girt m See AC01323 CL751 CIi IL Typ. at Girtt Opening Width Jamb Three tided Framed 0 ep JR_ (Hot Rolled) DJ_ (Cold Form) SC425 Clip Typ. at Header/Sill r- See AC01323 'N 0 .� Sheeting Notch (If Required) Pre -Assembled Walk Door Anchor Placement it+ Sub Jamb Attach Sub Jambs With "0 Base Anchors Door Jamb Provided by Door % Manufacturer) o O 0 0 o Steel Line 2' Door Width 2" Equal Equal Field Locate _ _ Field Locate The Adequacy of the r0 Base Anchor Provided by the Door Manufacturer is not the Responsibility of the Building Manufacturer. The Adequacy of These Base Anchors Should be Determined by a Qualified Foundation Engineer. O 0 0 0 AC05110 )ate Oct R02 w 0 O J� Flnish Floor c IL g Opening Width +* Girt within opening Is Three tided Framed 0 ep nin2 provided when Framed Opening Is to be paneled over. SC425 Clip Typ. at Header/Sill See AC00915 thru AC00923 and AC01324 thru AC01332 v 0 00 Header i H Hot Rolled) A DH Cold Form) D: See AC01323 ., ® ❑ L O Zee/Cee Girt *' Zee/Cee Girt Zee Cee Girt i O a p Zane YdN 5 o+ c V CL751 Clip See AC01323 $ Typ. at Girt +, t rn � of _ Sill H_ (Hot Rolled) +• o+ Jamb J -(Hot Rolled) DH -(Cold Form) , Jamb Rolled ) = DJ -(Cold Form) N DJ_ (Cold Form) N J Flnish Floor L .I: or Framing Member o a See AC01323 Opening Width Four Sided Framed Onenlna thru AC01332 'N 0 .� Sheeting Notch (If Required) Pre -Assembled Walk Door Anchor Placement it+ Sub Jamb Attach Sub Jambs With "0 Base Anchors Door Jamb Provided by Door % Manufacturer) o O 0 0 o Steel Line 2' Door Width 2" Equal Equal Field Locate _ _ Field Locate The Adequacy of the r0 Base Anchor Provided by the Door Manufacturer is not the Responsibility of the Building Manufacturer. The Adequacy of These Base Anchors Should be Determined by a Qualified Foundation Engineer. O 0 0 0 AC05110 )ate Oct R02 w 0 O The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. JUN 2 0% -'r VW 4. J! C6461%� ' m� `k EXP. 61301201; csjgl CIVIL. c � g W 3 ,CO rZ to v 0 00 i � ei A to D: � U 2 C) U0rWW ® ❑ }mJ O O a p Zane YdN 5 V a � of N C .I: Q o a W (7) ❑❑ F- rn LLJ w LLI -j Fx W 0 - j U^QU O V O Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engfneer DC Job Number. 15—B-82627 Sheet Number R8 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. JUN 2 0% -'r VW 4. J! C6461%� ' m� `k EXP. 61301201; csjgl CIVIL. Slimline Canopy At Eave - Welded Clip Interior Column - Flush Girt COLUMN DEPTH IS LESS THAN V -3 - REFER FRAME CANOPY PURUN CROSS SECTION (WHEN REQUIRED) FOR BOLT SIZE AND QUANTITY EAVE STRUT J CHANNEL 1 CANOPY RAFTER CANOPY -' RAFTER Ij 1—v-1– DETAIL AT WALL UNE SHEETING CUP CL292 ATTACH WITH EAVE STRUT (2) Fastener #12A -7 12-14 x 1' P.H. DP3 • s RIGID FRAME RAFTER RIGID FRAME COLUMN L CHANNEL X11 CHANNEL NOTES: ALL BOLTS TO BE r0 UNLESS NOTED. FOR REQUIRED LENGTH REFER TO GRIP TABLE ON CUSTOM ERECTION DRAWINGS. CANOPY RAFTER CONNECTIONS AND STIFFENERS DEPICTED WILL VARY PER DESIGN REQUIREMENTS. Single Skin Wall Panel Outside Closure Requirements at Rake Rake Angle Rake Angle RAi RAI PF05040 Slimline Canopy At Eave - Welded Clip �r'16 01 End Frame - Setback 10" or Greater - Flush Girt COLUMN DEPTH IS LESS THAN V -3 - RIGID END FRAME CANOPY PURUN (WHEN REQUIRED) EAVE EAVE STRUT CHANNEL GD06003 )ateev Feb'17 R01 Rake Trim - Rake Trim -/ (Profile Varies) (Profile Varies) Outside Foam Closure Outside Metal Closure (See Chart and Note #2) PBR Wall Panel HW429 or HW429A Wall Panel (See Note #3) (See Chart) Detail at Foam Closure Qetail at Optional Metal Closure For PBR Panel Only Notes: 1. Outside Panel Closures are Required at all Sheeted Endwalls. 2 PBR Wall Panel Outside Foam Closures HW456 Required for Roof Slope 4:12 or Less and HW422 for Roof Slope Greater Than 4:12 Field Form/Notch HW422 to Panel Profile. 3. PBR Wall Panel Outside Metal Closure HW429 for Roof Slope 0 :12 Thru 11 :12 and HW429A for Roof Slope Greater Than 31 :12 Thru 41 :12 4. Rake Slide Trim Required for All Standing Seam Roofs and at Screw Down Roof Runs Greater Than 100'-0' Rake Angle RAi Rake Trim -� (Profile Varies) Rake Slide Trim F215 (See Note #4) Outside Foam Closure Shown Metal Closure Optional Wall Panel (See Chart) Detail at Rake Slide Trim Wall Panel Foam Closure PBR HW456 W422 AVP HW465 PBU HW460 Vistashadow HW465 NuWall HW424 PBC HW462 PBD HW463 ShadowRib HW412 Designer Series (Fluted Only) HW4037 RBR (Reverse Rolled PBR HW455 RBU (Reverse Rolled PBU) HW459 7,2 HW461 CANOPY -J RAFTER DETAIL AT WALL LINE SHEETING CUP CL292 ATTACH WITH PURUN. (2) Fastener #12A 12-14 x 1" P.H. DP3 EAVE STRUT w \ CANOPY RAFTER CANOPY PURUN (WHEN REQUIRED) M PF05042 )r'16 01 REFER FRAME CROSS SECTION FOR BOLT SIZE AND QUANTITY RIGID FRAME RAFTER `I -TOP AND BOTTOM (1) Fastener #12A 12-14 x 1' P.H. DP3 CANOPY CAP CHANNEL EAVE - ' CHANNEL TOP AND BOTTOM (1) Fastener #12A RIGID FRAME COLUMN 12-14 x 1' P.H. DP3 NOTES: ALL BOLTS TO BE 1.0 UNLESS NOTED. FOR REQUIRED LENGTH REFER TO GRIP TABLE ON CUSTOM ERECTION DRAWINGS. CANOPY RAFTER CONNECTIONS AND STIFFENERS DEPICTED WILL VARY PER DESIGN REQUIREMENTS. AVP / Vistashadow Wall Panel Base Channel Without Panel Recess AVP / Vistashadow Wall Panel Optional Foam Closure HW464 Base Trim See Erection Drawings Base Channel ..0g. A • :. • . . PA02103 Mae Feb'17 R02 Fastener #12A 12-14 x 1" Pancake SD W/O Washer (3) Per Base Trim Fastener #17A 12-14 x Ir SD W/Washer 1'-0 O.C. Concrete Fastener r0 Minimum 4'-6 O.C. Maximum (Not by Metal Building Mfr.) Base Trim F406 ,J F407 F408 Slimline Canopy At Eave - Welded Clip End Frame - Setback Less Than 10" - Flush Girt COLUMN DEPTH IS LESS THAN V -3 - RIGID END FRAME CANOPY PURUN EAVE (MEN REQUIRED) CHANNEL /-SAVE STRUT CANOPY -' Foam Closure PBR RAFTER L DETAIL AT WALL L LIN SHEETING CUP PURUN CL292 ATTACH WITH HW460 (2) Fastener #12A HW465 12-14 x 1' P.H. DP3 HW424 EAVE STRUT --� C RANFTER CANOPY PURUN (WHEN REQUIRED) l EAVE "' CHANNEL TOP AND BOTTOM (1) Fastener #12A CUP PC22 WITH 12-14 x 1" P.H. DP3 (4) Fastener #113 CANOPY CAP 1/4-14 x 1 1/4" DP3 CHANNEL NOTES: ALL BOLTS TO BE FO UNLESS NOTED. FOR REQUIRED LENGTH REFER TO GRIP TABLE ON CUSTOM ERECTION DRAWINGS. CANOPY RAFTER CONNECTIONS AND STIFFENERS DEPICTED WILL VARY PER DESIGN REQUIREMENTS. PF05045 )r'16 01 REFER FRAME CROSS SECTION FOR BOLT SiZE AND QUANTITY RIGID FRAME RAFTER L -SHEETING ANGLE (EXTEND PASS SIDEWALL STEEL UNE) RIGID FRAME COLUMN AVP Wall Panel Outside Corner Trim - Less Than or Equal to 4" Insulation AVP Panel or Starter Trim F620 0 � c I Corner Trim F830 or F1162 PA03001 We Feb'17 R08 Fastener #17A 12-14 x 11" SD W/Washer at Each Girt Fastener #4A 1"-14 x I" SD W/Washer at 1'-8" O.C. Max. Between Each Girt Fastener #17A 12-14 x 1:' SD W/Washer at Each Girt Steel Line _ Rib 6- AVP Panel (Standard) Starter Trim F620 Single Skin Wall Panel Outside Closure Requirements at Eave Eave Strut Eave Strut Eave Trim Eave Trim (Profile Varies) (Profile Varies) Outside Foam Closure (See Chart) Wall Panel (See Chart) Detail at Foam Closure (Low Eave Shown High Eave Similar) Wall Panel Foam Closure PBR HW456 AVP HW465 PBU HW460 Vistashadow HW465 NuWall HW424 PBC HW462 PBD W -Sha ow Designer e (Fluted Only) RBR (Reverse Rolled PBR HW455 RBU (Reverse Rolled PBU) HW459 7.2 HW461 Outside PBR Metal Closure HW429 PBR Wall Panel GD06002 Feb'171 Rev 01 Detail at Optional Metal Closure For PBR Panel Only (Low Eave Shown High Eave Similar) AVP Wall Panel Inside Comer Trim - Less Than or Equal to 4" Insulation AVP Panel O 0 I c m c J 0 411En1 oc Fastener #4A J"-14 x J" SD W/Washer at 1'-8" O.C. i Fastener #17A �° Corner Trim 12-14 x 1' SD W/Washer `° I F801 or F805 at Each Girt Steel Line Rib s" Interior (Standard) PA03002 Feb'17 R08 AVP Panel 0 .d U 0 a O c ,o A rc o, p to �J y a 0 to L A a 2 ® LJ 0 U U >- :� a: W V Z m J tl O ° zooms T 2 WNL a 4 Y d• 0 c vi O a 0 � El F] I--- rn 0 W��F 0 Z V) ��vsi� c N C*4 3 o: Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engineer: DC Job Number. • 15–B-82627 Sheet Number. R9 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. AVP Wall Panel Panel Side Lap Leg For Screw Type & Spacing Sheeting Direction CORRECT �Side J I- Refer to PA05004 J For Screw Type & Spacing Extended Leg Sheeting Direction WRONG AVP Wall Panel - Four Sided Framed Opening Trim Installation With Field Notch and Bend Tabs at Head Trim 'age PA05002 )ate l Feb 17 Rey 03 PA06024 )ate I Feb'ev 17 R06 fps: Trim Installation can be done by Field Notch Panel as shown on PA06022 & PA06023 Q$ with Field Notch and Bend Tabs at Head Trim as shown on PA06024 & PA06025. Opening Width + 6" (+2" Lap when req'd) Field Cut and Remove Opening Width + 3' Opening Width �- Field Cut and Remove See PA06025 & PA06027 Field Notch and Bend 11' Tab behind Jamb Trim. Attach with Fastener #14 i" x" Pop Rivet. See PA06025 for details. Note: For Optional Channel Closure Trim see PA06028 2" Lap with (2) Fasteners #14 " x A" Pop Rivet Typ at Head, Sill & Jamb Trim when required. Field notch as req'd. (2) Fastener #14 i' x jr Pop Rivet at Tabs See PA06026 & PA06027 (2) Fastener #14 J' x J' Pop Rivet Opening Width 1�' at Corners Field Cut Opening Width + 3" Field Cut and Remove and Remove Opening Width + 6" (+2" Lap when req'd) Note. All trim Is to be Note: Field measure Opening Width installed BEFORE blanket and Height before making field cuts insulation is applied to walls. and ad just cut dimensions accordingly. AVP Wall Panel Fastener Location and Sheeting APS Base AVP Wall Panel - Four Sided Framed Opening Jamb Trim Installation Fastener 114A x " Pop Rivet at 20 O.C. at Cold Form OR Fastener #16 12-24 x 11' Pancake SD DP5 W/O Washer at 1'-8 O.C. at Hot Rolled Double Sided Tape (Not by Metal Bldg. Mfr.) Blanket Insulation n AVP Wall Panel -J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required - Jamb Trim F482 (shown) or Alternate Jamb Trim F484 Page PA05004 Date l Feb 17 Rev 05 :so Note Ij Fastener #17A 12-14 x 1r SD W/Washer 1'-0 O.C. ra enFastener #4A 1-14 x r SD W/Washer 1'-8 O.C. PA06029 )ate Rev Feb 17 04 AVP Wall Panel - Four Sided Framed Opening Trim Installation With Field Notch Panel at Head 'age PA06022 AVP Wall Panel - Four Sided Framed Opening ate, R v Field Notch Panel at Head Trim Feb Note: Trim Installation can be done by Field Notch Panel as shown on PA06022 & PA06023 OR with Field Notch and Bend Tabs at Head Trim as shown on PA06024 & PAO6025. Opening Width + 6" (+2" Lap when req'd) 3' Opening Width 3- "0 1r { i e o 1 0 Fr 00 r° ° ° See Head Trim F481 See tab and bend I 1 4V... PA06030 = c to fit under Fastener #14A i" x j" Pop Rivet Sill Trlm N Side Mew at Sill Trim Note: Field measure Opening Height at V-8' O.C. at Cold Form ° Jamb Trim fits to Head and Sill Trim. 2" OR Flel ben to N Fastener #16 12-24 x 11' Pancake SD DP5 *, W/0 Washer • O.C. r at Hot Rolled `+, i' Bead of HW54- Tube Caulkin IG 0 from Header to Sill (see section} In c o + O Jamb Trim F482 Jamb Trim F482 0 or Alternate F484 or Alternate F484 See c ° PA06029 ° o See 8 Fastener #4A PA06030 }"-14 x i" SD W/Washer at 1'-0" O.C. at Panel Sill Trim F848 N ° Sill Trim F848 0 0 0 0 0 o �- Field Cut and Remove See PA06025 & PA06027 Field Notch and Bend 11' Tab behind Jamb Trim. Attach with Fastener #14 i" x" Pop Rivet. See PA06025 for details. Note: For Optional Channel Closure Trim see PA06028 2" Lap with (2) Fasteners #14 " x A" Pop Rivet Typ at Head, Sill & Jamb Trim when required. Field notch as req'd. (2) Fastener #14 i' x jr Pop Rivet at Tabs See PA06026 & PA06027 (2) Fastener #14 J' x J' Pop Rivet Opening Width 1�' at Corners Field Cut Opening Width + 3" Field Cut and Remove and Remove Opening Width + 6" (+2" Lap when req'd) Note. All trim Is to be Note: Field measure Opening Width installed BEFORE blanket and Height before making field cuts insulation is applied to walls. and ad just cut dimensions accordingly. AVP Wall Panel Fastener Location and Sheeting APS Base AVP Wall Panel - Four Sided Framed Opening Jamb Trim Installation Fastener 114A x " Pop Rivet at 20 O.C. at Cold Form OR Fastener #16 12-24 x 11' Pancake SD DP5 W/O Washer at 1'-8 O.C. at Hot Rolled Double Sided Tape (Not by Metal Bldg. Mfr.) Blanket Insulation n AVP Wall Panel -J Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required - Jamb Trim F482 (shown) or Alternate Jamb Trim F484 Page PA05004 Date l Feb 17 Rev 05 :so Note Ij Fastener #17A 12-14 x 1r SD W/Washer 1'-0 O.C. ra enFastener #4A 1-14 x r SD W/Washer 1'-8 O.C. PA06029 )ate Rev Feb 17 04 AVP Wall Panel - Four Sided Framed Opening Trim Installation With Field Notch Panel at Head 'age PA06022 AVP Wall Panel - Four Sided Framed Opening ate, R v Field Notch Panel at Head Trim Feb Note: Trim Installation can be done by Field Notch Panel as shown on PA06022 & PA06023 OR with Field Notch and Bend Tabs at Head Trim as shown on PA06024 & PAO6025. Opening Width + 6" (+2" Lap when req'd) 3' Opening Width 3- "0 1r { i o- Head Trim F481 00 r° Field cut 2" See O N c O O 1r Opening Width Field Cut Opening Width + 3" and Remove Opening Width + 6` (+2" Lap when req'd) 0 See PA06023 & PA06027 Note: O Optional Channel Closure Trim see 0 PA06028 2' Lap with (2) Fasteners #14 " x A` Pop Rivet yp at Head, Sill & Jamb Trim when required. Field notch o as req'd. (2) Fastener #14 i" x ' Pop Rivet otTos 4 See PA06026 & PA06027 O (2) Fastener #14 x j` Pop Rivet 1 at Comers Field Cut and Remove Note: All trim is to beNote: Field measure Opening Width installed BEFORE blanket and Height before making field cuts insulation Is applied to walls. and adjust cut dimensions accordingly. AVP Wall Panel - Four Sided Framed Opening Head and Sill Trim Installation AVP Wall Panel Fastener #17A . Jamb 12-14 x 11* (Cold Form shown SD W/Washer at 1'-0` O.C. at Hot Rolled similar) Cold Form OR Fastener #67 "Optional' Channel Closure Trim 12-24 x 1i" P SO DP5 W/Washer at 1'-0' O.C. See PA06028 for details. at Hot Rolled J" Bead of HW54- Tube Caulking (Header to Sill) --VFIeId Cut Wall Panel Opening Width Alternate Jamb Trim F484 Profile Note: Panel position Is shown with Panel Rib starting 6" from Steel Line and Opening on Note: All trim is to be 1'-0 module. Location of Panel Rib may vary installed BEFORE blanket depending on the Opening Width and location. insulation is applied to walls Field measure before cutting Panel and Trim. Head Trim F481 nN Sill Trim FM i1.11111011 Fastener f4A }"-14 x a" SD W/Washer at V-0' O.C. at Panel Fastener #17A 12-14 x 1r SD W/Washer at 1'-0" O.C. at Cold Form OR Fastener #67 12-24 x 1i" SD DP5 W/Washer at V-0" O.C. at Hot Rolled AVP Wall Panel - PA06030 )ate l Feb 17 Rev 04 Fastener #14A x Pop Rivet at �— V-8' O.C. at Cold Form OR Fastener #16 12-24 x 11" Pancake SD DP5 W/O Washer at V-8" O.C. at Hot Rolled LOptional Channel Header Closure Trim (Cold Form shown See PA06028 Hot Rolled similar) for details Optional Channel Closure Trim Sill See PA06028 (Cold Form shown for details Hot Rolled similar) Fastener #14A i" x ir Pop Rivet at -J V-8" O.C. at Cold Form OR Fastener #16 12-24 x 1j" Pancake SD DP5 W/O Washer at 1'-8" O.C. at Hot Rolled Note: All trim Is to be installed BEFORE blanket insulation Is applied to walls 'age PA06023 )ate Iev Feb '171 R05 112tz Trim Installation can be done by Field Notch Panel as shown on PA06022 & PA06023 Q& with Field Notch and Bend Tabs at Head Trim as shown on PA06024 & PAO6025. Opening Width + 6" (+2" Lap when req'd) Head Trim F481 Front View 2" Lop with (2) Fasteners #14 d x f}` Pop Rivet and HW54- Caulking ig Width 3' Head Trim F481 See PA06027 for Jamb Trim field cut detail Jamb Trim F482 or Alternate F484 Fastener P14A i" x j" Pop Rivet at 20 O.C. at Cold Form OR Fastener #16 12-24 x 1j` Pancake SD DP5 W/O Washer at V-8 O.C. at Hot Rolled Note: Panel position Is shown with Panel Rib starting 6" from Steel Line and Opening on Note. All trim is to be V-0 module. Location of Panel Rib may vary installed BEFORE blanket depending on the Opening Width and location. Insulation is applied to walls Field measure before cutting Panel and Trim. I • Field cut Panel AVP Wall Panel - Four Sided Framed Opening Jamb Trim Field Cut Details 4ir 41" X— 4 �VE i!�El- I r 147 147 Alternate Jamb Trim F484 Jamb Trim F482 Ist�w view 4i" �. 3i" �. Fletd Cut and Remove r,o 1r { i Head Trim F481 L Field cut 2" See (2) r , a tab and bend I 1 4V... PA06030 = c to fit under Fastener #14A i' x j" Pop Rivet Sill Trlm N Side Mew at Sill Trim Note: Field measure Opening Height at V-8" O.C. at Cold Form cut dimensions accordingly so that Jamb Trim fits to Head and Sill Trim. 2" OR Flel ben to N Fastener #16 12-24 x 11" Pancake SD DP5 *, W/O Washer at V-8' O.C. o, at Hot Rolled `+, o, " Bead of HW54- Tube Caulkin -11-*1 IG 0 from Header to Sill (see section] In 9 + $ Jamb Trim F482 Jamb Trim F482 0 or Alternate F484 or Alternate F484 c v o See 8 PA06029 See Fastener #4A PAO6030 i`-14 x i" SD W/Washer at 1'-0" O.C. at Panel Sill Trim F848 O N c O O 1r Opening Width Field Cut Opening Width + 3" and Remove Opening Width + 6` (+2" Lap when req'd) 0 See PA06023 & PA06027 Note: O Optional Channel Closure Trim see 0 PA06028 2' Lap with (2) Fasteners #14 " x A` Pop Rivet yp at Head, Sill & Jamb Trim when required. Field notch o as req'd. (2) Fastener #14 i" x ' Pop Rivet otTos 4 See PA06026 & PA06027 O (2) Fastener #14 x j` Pop Rivet 1 at Comers Field Cut and Remove Note: All trim is to beNote: Field measure Opening Width installed BEFORE blanket and Height before making field cuts insulation Is applied to walls. and adjust cut dimensions accordingly. AVP Wall Panel - Four Sided Framed Opening Head and Sill Trim Installation AVP Wall Panel Fastener #17A . Jamb 12-14 x 11* (Cold Form shown SD W/Washer at 1'-0` O.C. at Hot Rolled similar) Cold Form OR Fastener #67 "Optional' Channel Closure Trim 12-24 x 1i" P SO DP5 W/Washer at 1'-0' O.C. See PA06028 for details. at Hot Rolled J" Bead of HW54- Tube Caulking (Header to Sill) --VFIeId Cut Wall Panel Opening Width Alternate Jamb Trim F484 Profile Note: Panel position Is shown with Panel Rib starting 6" from Steel Line and Opening on Note: All trim is to be 1'-0 module. Location of Panel Rib may vary installed BEFORE blanket depending on the Opening Width and location. insulation is applied to walls Field measure before cutting Panel and Trim. Head Trim F481 nN Sill Trim FM i1.11111011 Fastener f4A }"-14 x a" SD W/Washer at V-0' O.C. at Panel Fastener #17A 12-14 x 1r SD W/Washer at 1'-0" O.C. at Cold Form OR Fastener #67 12-24 x 1i" SD DP5 W/Washer at V-0" O.C. at Hot Rolled AVP Wall Panel - PA06030 )ate l Feb 17 Rev 04 Fastener #14A x Pop Rivet at �— V-8' O.C. at Cold Form OR Fastener #16 12-24 x 11" Pancake SD DP5 W/O Washer at V-8" O.C. at Hot Rolled LOptional Channel Header Closure Trim (Cold Form shown See PA06028 Hot Rolled similar) for details Optional Channel Closure Trim Sill See PA06028 (Cold Form shown for details Hot Rolled similar) Fastener #14A i" x ir Pop Rivet at -J V-8" O.C. at Cold Form OR Fastener #16 12-24 x 1j" Pancake SD DP5 W/O Washer at 1'-8" O.C. at Hot Rolled Note: All trim Is to be installed BEFORE blanket insulation Is applied to walls 'age PA06023 )ate Iev Feb '171 R05 112tz Trim Installation can be done by Field Notch Panel as shown on PA06022 & PA06023 Q& with Field Notch and Bend Tabs at Head Trim as shown on PA06024 & PAO6025. Opening Width + 6" (+2" Lap when req'd) Head Trim F481 Front View 2" Lop with (2) Fasteners #14 d x f}` Pop Rivet and HW54- Caulking ig Width 3' Head Trim F481 See PA06027 for Jamb Trim field cut detail Jamb Trim F482 or Alternate F484 Fastener P14A i" x j" Pop Rivet at 20 O.C. at Cold Form OR Fastener #16 12-24 x 1j` Pancake SD DP5 W/O Washer at V-8 O.C. at Hot Rolled Note: Panel position Is shown with Panel Rib starting 6" from Steel Line and Opening on Note. All trim is to be V-0 module. Location of Panel Rib may vary installed BEFORE blanket depending on the Opening Width and location. Insulation is applied to walls Field measure before cutting Panel and Trim. I • Field cut Panel AVP Wall Panel - Four Sided Framed Opening Jamb Trim Field Cut Details 4ir 41" X— 4 �VE i!�El- I r 147 147 Alternate Jamb Trim F484 Jamb Trim F482 Ist�w view 4i" �. 3i" �. Fletd Cut and Remove r,o 1r { i t L Field cut 2" f 1r { i Cut ( remd z Field cut 2" (2) r , a tab and bend I 1 4V... up 90 degrees = c to fit under Sill Trlm N Side Mew at Sill Trim Note: Field measure Opening Height before making field cuts and adjust cut dimensions accordingly so that Jamb Trim fits to Head and Sill Trim. Jamb Trim F482 and Alternate Jamb Trim F484 Front View Right Jamb Trim as shown Left Jamb Trim opposite hand PA06027 )ate l Feb '17 Rev 03 nd remove nder of front fold Fasteners #14 : J' Pop Rivet at lap Lop when required. d cut and notch required. I cut 2" tab and d up 90 degrees fit under Sill Trim m 0 O O ,q• 1 W 3 0 o LO L- e q) Z Cr U �. U0� V t-o •oZ�o CL C� Cl .8 Q atz N 0) ❑ ❑ O wi--Qw ri D WUVF a O � W050 a O NO O •3 ^tea c Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engineer. DC Job Number. 15-8-82627 Sheet Number. R10 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. rIV G �� 1 At 1<1 - ) Q/ C6 � ri1 I Cut ( remd (2) r , a 1 4V... = c 2" Fiel as n 2" Flel ben to N Jamb Trim F482 and Alternate Jamb Trim F484 Front View Right Jamb Trim as shown Left Jamb Trim opposite hand PA06027 )ate l Feb '17 Rev 03 nd remove nder of front fold Fasteners #14 : J' Pop Rivet at lap Lop when required. d cut and notch required. I cut 2" tab and d up 90 degrees fit under Sill Trim m 0 O O ,q• 1 W 3 0 o LO L- e q) Z Cr U �. U0� V t-o •oZ�o CL C� Cl .8 Q atz N 0) ❑ ❑ O wi--Qw ri D WUVF a O � W050 a O NO O •3 ^tea c Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engineer. DC Job Number. 15-8-82627 Sheet Number. R10 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. rIV G �� 1 At 1<1 - ) Q/ C6 � ri1 Page Page Page AVP Wall Panel - Three Sided Framed Opening PA07022 AVP Wall Panel - Three Sided Framed Opening PA07023 AVP Wall Panel - Three Sided Framed Opening PA07027 Trim Installation with Field Notch Panel at Head Trim ate , Rev Field Notch Panel at Head Trim Date Rev Jamb Trim Field Cut Details ate Rev Feb 17 05 Feb'17 05 1 Feb'17 1 03 HatC Trim Installation can be done by Field Notch Panel as shown on PA0702-2 & PA07023 Q& with Field Notch and Bend Tabs at Head Trim as shown on PA07024 & PA07025. Opening Width + 6" (+2" Lap when req'd) 3', Opening Width _ 3" Mr .3 Opening Width V I o 0 F981 - 8" Member �N M Closure Trim 0 Head Trim F481 See F982 - 10" Member PA07030 v o Hgj&L All trim is to be .g PA07030 Door & Glass -Front Walk Door 022 AVP Wall Panel - Walk Door insulation Is applied to walla. Fastener #14A i" x $" Pop Rivet Channel Closure Trim at Jambs to Head Trim Installation Fastener 114A i" x I" Pop Rivet ° 'CFaF Field Notch Panel at Head Trim at 20 O.C. at Cold Form CL S ate r OR Rev Fastener #16 Rev Fastener #16 C1,1 Feb'17 12-24 x 11" Pancake SD DP5 12-24 x 11' Pancake SD DP5 + Interior leg of the Header or Jamb. 03 W/O Washer at 1'-8 O.C. at Hot Rolled + at Hot Rolled o }" Bead HW54_ Tube Caulking ,� t of from Header to Floor (see section) a O Channel Closure Trim 0 = g ,c ,E Jamb Trim F482 Jamb Trim F482 - °� J= — r or Alternate F484 or Alternate F484 ° Channel Closure Trim ° S• v See at Head Trim as shown on PA09024 & PA09025. See LO o PA07029 0 V� LU AVP Wall Panel Finish Floor Une Finish Floor Line 0 .4z • o Door Width + 6J" (+ 1'-6 for each SideUte) e a0W50 Fastener t14A i" x i' Pop Rivet (Cold Form shown Opening Width See PA07023 & PA07027 Note: For 'Optional" o Channel Closure Trim see PA07028 2" Lap with (2) Fasteners #14 J* x A" Pop Rivet Typ at Head & Jamb Trim when required. Field notch e as required. 0 HQ1&L All trim 1s to be Note: Fleld measure Opening Width installed BEFORE blanket and Height before making field cuts Insulation Is applied to walls. and adjust cut dimensions accordingly. Note: Trim Installation can be done by Field Notch Panel as shown on PA07022 & PA07023 Q& with Field Notch and Bend Tabs at Head Trim as shown on PA07024 & PA07025. Width + 6" (+2" Lap when Head Trim F481 Front Mew I I --}�--- 2" Lap with (2) Fasteners End View #14 i" x 4* Pop Rivet and HW54_ Caulking Opening Width 3" Opening Width 3" r Fleld notch Panel at Head Trim • Head Trim F481 -/ See PA07027 -� for Jamb Trim field cut detail Jamb Trim F482 or Alternate F484 Fastener f 4A i" x a" Pop Rivet at 20 O.C. at Cold Form OR Fastener #16 12-24 x W Pancake SD DP5 W/O Washer at 1'-8 O.C. cut Panel Caulk with HW54_ at these edges after Installation at Hot Rolled Note: Panel position is shown with Panel Rib starting 6" from Steel Une and Opening on dote: All trim is to be 1'-0 module. Location of Panel Rib may vary installed BEFORE blanket depending on the Opening Width and location. Insulation Is applied to walls Fleld measure before cutting Panel and Trim. I— 4J7 :^E or� 14 Alternate JambTrim F4 ToR view M Side Mew at Head Trim 41, r•1N� 11w j Trim Top View it Field Cut and Remove -� %r 11w Side Vlew et Sill Trlm Note: Fleld measure Opening Height before making field cuts and adjust cut dimensions accordingly. +1 0 4t :so 3ir �r I Ax 11 Cut and remove remainder of front fold (2) Fasteners #14 J* x jr Pop Rivet at lap 2' Lap when required. Field cut and notch as required. Jamb Trim F482 and Alternate Jamb Trim F484 Front View Right Jamb Trim as shown Left Jamb Trim opposite hand Finish Floor Line AVP Wall Panel - Three Sided Framed Opening "Optional" Channel Closure Trim Anwninn VAAfk a. 7' f4.7' Inn wkAn mWAN .3 Opening Width V Channel Closure Trim Piece Mark Channel F981 - 8" Member �N M Closure Trim <J4 0 F982 - 10" Member o Channel Closure Trim See o Hgj&L All trim is to be PA07030 Door & Glass -Front Walk Door 022 AVP Wall Panel - Walk Door insulation Is applied to walla. Fastener #14A i" x $" Pop Rivet Channel Closure Trim at Jambs to Head Trim Installation at 1'-8" O.C. at Cold Form ° 'CFaF Field Notch Panel at Head Trim Qf1 �`��Y ate r and adjust cut dimensions accordingly. Rev Fastener #16 Rev L The ior Channel of the Closure Cut Detail Feb'17 12-24 x 11" Pancake SD DP5 Va z Interior leg of the Header or Jamb. 03 W/O Washer at 1'-8 O.C. Fastener f 4A i" x a" Pop Rivet at 20 O.C. at Cold Form OR Fastener #16 12-24 x W Pancake SD DP5 W/O Washer at 1'-8 O.C. cut Panel Caulk with HW54_ at these edges after Installation at Hot Rolled Note: Panel position is shown with Panel Rib starting 6" from Steel Une and Opening on dote: All trim is to be 1'-0 module. Location of Panel Rib may vary installed BEFORE blanket depending on the Opening Width and location. Insulation Is applied to walls Fleld measure before cutting Panel and Trim. I— 4J7 :^E or� 14 Alternate JambTrim F4 ToR view M Side Mew at Head Trim 41, r•1N� 11w j Trim Top View it Field Cut and Remove -� %r 11w Side Vlew et Sill Trlm Note: Fleld measure Opening Height before making field cuts and adjust cut dimensions accordingly. +1 0 4t :so 3ir �r I Ax 11 Cut and remove remainder of front fold (2) Fasteners #14 J* x jr Pop Rivet at lap 2' Lap when required. Field cut and notch as required. Jamb Trim F482 and Alternate Jamb Trim F484 Front View Right Jamb Trim as shown Left Jamb Trim opposite hand Finish Floor Line AVP Wall Panel - Three Sided Framed Opening "Optional" Channel Closure Trim Anwninn VAAfk a. 7' f4.7' Inn wkAn mWAN 'age PA07028 We Feb '17 R 05 2" Lap Typ at Head & Jamb when required. Field cut to length If req'd and notch. 1' Field bend tab down 90 degrees AVP Wall Panel - Three Sided Framed Opening .3 Opening Width V Channel Closure Trim Piece Mark Channel F981 - 8" Member �N M Closure Trim e o 0 F982 - 10" Member o Channel Closure Trim See o Hgj&L All trim is to be PA07030 Door & Glass -Front Walk Door 022 AVP Wall Panel - Walk Door insulation Is applied to walla. Fastener #14A i" x $" Pop Rivet Channel Closure Trim at Jambs to Head Trim Installation at 1'-8" O.C. at Cold Form ° Field Notch Panel at Head Trim Field Notch Panel at Head Trim and Height before making field cuts OR ate r and adjust cut dimensions accordingly. Rev Fastener #16 Rev L The ior Channel of the Closure Cut Detail Feb'17 12-24 x 11" Pancake SD DP5 Va z Interior leg of the Header or Jamb. 03 W/O Washer at 1'-8 O.C. 03 at Hot Rolled , Feb 17 C N O Channel Closure Trim Not= Trim Installation can be done by Field Notch Panel as shown on PA09022 & PA09023 g ,c ,E Not& Trim Installation can be done by Field Notch Panel as shown on PA09022 & PA09023 — r 4 ° Channel Closure Trim ° ❑ v See at Head Trim as shown on PA09024 & PA09025. LO o PA07029 0 V� LU AVP Wall Panel Finish Floor Line ix .4z • o Door Width + 6J" (+ 1'-6 for each SideUte) e 'age PA07028 We Feb '17 R 05 2" Lap Typ at Head & Jamb when required. Field cut to length If req'd and notch. 1' Field bend tab down 90 degrees AVP Wall Panel - Three Sided Framed Opening 2J" Field cut and remove Channel Closure Trim Piece Mark Channel F981 - 8" Member F2993 - 10J' Member Closure Trim F2994 - 8r Member F169 - 12" Member F982 - 10" Member F2995 - 12J7 Member 3J" Field cut and remove Hgj&L All trim is to be Installed BEFORE blanket Door & Glass -Front Walk Door 022 AVP Wall Panel - Walk Door insulation Is applied to walla. Channel Closure Trim at Jambs to Head Trim Installation HQI&L Field measure Opening Width Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head Trim and Height before making field cuts Rev ate Rev and adjust cut dimensions accordingly. Rev ate Rev L The ior Channel of the Closure Cut Detail Feb'17 Trim Is to be oriented hsthe (f1/8")to mt a Va Interior leg of the Header or Jamb. w 0 0 Page gPA07029 Page gPA07030 PagPA09023 AVP Wall Panel - Three Sided Framed Opening AVP Wall Panel - Walk Door & Glass -Front Walk Door 022 AVP Wall Panel - Walk Door & Glass- Front Walk Door Jamb Trim Installation to Head Trim Installation Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head Trim Date Rev ate Rev EFaeteb'17 Rev ate Rev 9�v = •t WNL Feb'17 04 Va Feb'17 03 61 03 , Feb 17 02 N O Not= Trim Installation can be done by Field Notch Panel as shown on PA09022 & PA09023 ,c ,E Not& Trim Installation can be done by Field Notch Panel as shown on PA09022 & PA09023 — r 4 LZ Q& with Field Notch and Bend Tabs at Head Trim as shown on PA09024 & PA09025. ❑ Q& with Field Notch and Bend Tabs at Head Trim as shown on PA09024 & PA09025. LO o 0 V� LU AVP Wall Panel Jamb ix .4z • 0 Door Width + 6J" (+ 1'-6 for each SideUte) a0W50 Fastener t14A i" x i' Pop Rivet (Cold Form shown o •3 at 20 O.C. at Cold Form Hot Rolled similar) Fastener #17Ak Q 3 1J" Door Width + 31" (+ 1'-6 for each SideUte) 1�" Scale: NOT TO SCALE OR Drawn by. 12-14 x 1J" SD W/Washer Checked by. a I` +� Project En f eer DC g n Fastener #16 Job at 1'-0 O.C. o of 17 See PA09023 & PA09027 12-24 x 1�" Pancake SD DP5 "Optional" Channel Closure Trim at Cold Form iw �. P Fastener 14A x Po v v c l W/O Washer at 1'-8 O.C. See PA07028 for details. OR Fastener #67 Rivet at 20' O.C. at Cold Form 3 Y 0 0 Door Width + 31" " , 1 at Hot Rolled 12-24 x 11SD DP5 W/Washer OR V M N ° 3 Z5v ( + 1 -6 for each SideUte ) Double Sided Tape " at 1'-0 O.C. Fastener ake o e Door Width + 3 " 1� Door Width (Not by Metal Bldg. Mfr.) at Hot Rolled 12-24 x 1� Pancake SD DP5IN + 1 -6 for each SideUte (+ 1'-6 for each SideUte) 1X" Field Panel W/O Washer Head Trim F481 notch Blanket Insulation i" Bead of HW54_ Tube Caulking =++ at 1'-8 O.C. at Hot Rolled See Door Width at Head Trim (Header to Floor) PA09030 (+ 1'-6 for each SideUte) 9 or PAO 032 > ♦ ♦ ♦ ♦ Optional Channel Header o l ♦ ♦ Head Trim F481 Closure Col o show C os a Trtm d Form n kk Fastener 4A x Ilq i i" e, :d> ♦ ♦ ♦ See PA07028 Hot Rolled similar ) d I w P Rivet at 20 O.C. Pop I • v c� .,► for details AVP Wall Panty Field Cut Wall Panel _ 'j = Bead of HW54_ Tube Caulking Caulk these edges v+ Y from Header to Floor (see section) Head Trim F481 {Y::., l �x•.; ( I after Installation. �c Terminate Blanket Insulation S Jamb Trim F482 Jamb Trim See PA09027 at capillary lip of Jamb Trim P ry P Opening Width P 9 I o ° F482 Optional F484 Optional F484 ° OP for Jamb Trim g 1` � or P or field cut detail Field flatten Trim leg when required 0 Jamb Trim F482 (shown) Finish Floor Line I See I Jamb Trim F482 or Optional F484 I CD I y or Alternate Jamb Trim F484 0 PA09029 o or PA09031 I I ( Fastener #14A i" x Ir Field cut Panel Pop Rivet at 20" O.C. Finish Floor Line o e Alternate Jamb Door Width (+ 1'-6 for each SideUte) 1 " Trim F484 Profile Door Width + 3�" + 1'-6 for each SideUte) i position wand withPanel Note: Panel position is shown with Panel Rib from Steel Une on R1 0 starting 6" starting 6 from Steel Une and Opening on Note: All trim Is to be Note: All trim Is to be module. Location of Panel Rib may vary Note: All trim Is to be 1'-0 module. Location of Panel Rib may vary Installed BEFORE blanketNote: All trim is to be Note: Field measure Door Width and installed BEFORE blanket depending on the Door Width and location. Installed BEFORE blanket depending on the Opening Width and location. Insulation 1s applied to walls Installed BEFORE blanket Height before making field cuts and insulation is applied to walls Field measure before cutting Panel and Trim. insulation is applied to walls Field measure before cutting Panel and Trim. insulation Is applied to walls. adjust cut dimensions accordingly. w 0 0 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer Is not the overall engineer of record for this project. v?� r (aJ � s���✓ �L �= C 6461 , M t t EXP, 6/30/20 7 -� \ill \rlV I L o. tto rjAj V zz zz I o J A to NpLO 4) zwo) 2 0UV ® ❑ VC} >- m 9�v = •t WNL Va �YdC9 Cd 61 N O ,c ,E Q 0 r 4 LZ ❑ F-1 LO 0 V� LU ix .4z • a0W50 O�O}0 •3 C�n<0 o Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project En f eer DC g n Job Number. 15—B-82627 Sheet Number. R11 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer Is not the overall engineer of record for this project. v?� r (aJ � s���✓ �L �= C 6461 , M t t EXP, 6/30/20 7 -� \ill \rlV I L o. AVP Wall Panel - Walk Door & Glass -Front Walk Door Jamb Trim Field Cut Details 'agePage P Page Page AVP Wall Panel AVWall Panel PA09027 PA09029 PA09030 PBU Wall Liner UL01026 ,ate Rev Pre -Assembled Walk Door and Glass -Front Walk Doorate Rev Pre -Assembled Walk Door and Glass -Front Walk Door Date Rev Framed Opening Header Date Rev Feb 17 02 Jamb Trim Installation Feb'17 04 Head Trim Installation Feb'17 04 1 Aug'15 01 4}» 4ir �VE 17\ Optional Jamb Trim F484 Jamb Trim F482 Tog View Tom 0 41r 0 0 31" Q Field Cut and Remove Y y Y h 3 3 I 3" Walk Door N 2' Glass -Front Door Cut and remove remainder of front fold 1; 0 �3 0 o� �» 3 1 c 5 .sr I Side View at Sill Trim .- Jamb Trim F482 and Note: Field measure Door Height before Optional Jamb Trim F484 making field cuts and adjust cut dimensions Front Mew accordingly so that Jamb Trim flts to Head Right Jamb Trim as shown Trim at at 47 below Finish Floor Line. Left Jamb Trim opposite hand PBU Liner Framed Opening Jamb Fastener f17A 12-14 x 1r SD W/Washer 1'-8' O.C. Fastener f12A 12-14 x 1' Pancake SD W/O Washer 3 per Member Fastener f17A 12-14 x 1r SD W/Washer 1'-0' O.C. Liner Panel n Lo Girt Channel Closure Trim Piece Mark Member Size 8' 1 8t ur 10 }• 12' 1 12r Piece Mark F981 I F2994 F982 F2993 F169 I F2995 Note: The interior leg of the installed Channel Closure Trim Is to be orientated to match the Interior leg of the Header or Jamb. HW54— Urethane Tube Sealant ro Bead Header to Floor Fastener f14A 1"0 x I» Pop Rivet SS at 1'-8' O.C. Double Sided Tape (Not by Metal Bldg. Mfr.) Blanket Insulation n AVP wall Panel -J dote. Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required Jamb Trim F482 (shown) or Optional Jamb Trim F484 Factory attached Sub -Jamb Walk Door Jamb (Profile may vary) TField Cut Wall Panel Door Width 1I (+ 1'-6 for each Sideute) Door Width + V (+ 1'-6 for each SideLite) Finish Floor Line Optional Jamb frim F484 Profile Note: Panel position is shown with Panel Rib starting 6' from Steel Line and Door on 1'-0 Note: All trim is to be module. Location of Panel Rib may vary Installed BEFORE blanket depending on the Door Width and location. insulation is applied to walls Field measure before cutting Panel and Trim. UL01027 10'15 Rev 01 Jamb Trim F514 Fastener #14A i'0 x r Pop Rivet SS 1'-8' O.C. Jamb Fastener f14A r0 x r Pop Rivet SS 1'-8' O.C. Optional Channel Closure Trim (See Chart) Opti,- - - Channel Cover 1 (See Ch PBU Liner Framed Opening Sill Channel Closure Trim Piece Mark Member Size 8•8 }• 10" 10 }' 12" 12t Piece Mark F981 F2994 F982 F2993 F169 F2995 Note: The interior leg of the installed Channel Closure Trim Is to be orientated to match the interior leg of the Header or Jamb. UL01028 El 10,151 R01 Fastener #12A 12-14 x 1' Pancake SD W/O Washer 3 per Trim Fastener f17A 12-14 x lr SD W/Washer 1'-0' O.C. Liner Panel AVP Wall Panel r Girt Fastener #17A 12-14 x 11" SD W/Washer at 1'-0 O.C. 0 Fastener #14A 0 d"0 x r Pop Rivet SS c at 1'-8' O.C. 0 o � Y � 3 Z5 S,+" m u N Fastener f12A 12-14 x 1' Pancake SD W/O Washer 13 per Trim Liner Panel Fastener f17A 12-14 x 1r SD W/Washer 1'-0' O.C. Head Trim F205 Cc ARX u aNi O �- Walk Door Header Head Trim F481 (Profile may vary) 0 0 0 0 Y t "ar Ll 0 O 03 °03 0 = o 3 to 0 Header 0 3 tlonalT 0 0 0 01 Channel Com Trim I 0 3 (See Chart) o N n r. Finish Floor Line Channel Closure Trim Piece Mark MemberS¢e 8' 1 8}" 1 10• 1 10}• 1 12' 1 12}• dote: All trim is to be Piece Mark F981 I F2994 I F982 I F2993 I F169 I F2995 installed BEFORE blanket Note: The interior leg of the installed Channel Closure Trim is to be insulation is applied to walls. orientated to match the interior leg of the Header or Jamb. PBU Liner UL01107 Four Sided Framed Opening Date Rev Aug 15 01 1' Framed Opening Width I i' (3) Fastener f12A Head Trim (3) Fastener #12A 12-14 x 1' Pancake F205 12-14 x 1' Pancake SD W/O Washer SD W/O Washer ® N �-- Head Trim F205 Jamb Trim F514 /- S11 Trim / F205 1 Sill Trim F205 .' C71 m x v+ S F-� N Field Notch Front and Side at Head and Sill NI Jamb Trim F514 PBU Wall Liner Fastener Location - Non -Windward See Note f1 Note /1 Sheeting Direction Fastener f17A 12-14 x 1}' SD W/Washer Full height Liner at Sidewall shown. 1'-0' O.C. Fastener spacing similar at Endwalls Note f2 Fastener J-14 x J 1'-8' O.0 Eave Strut Liner Angle Wall Girt Wall Girt m- S Wall Base I Liner Base UL01109 Jun 15 Rev 00 See Note #2 Note f1 Note f1 Note f1 Note f1 z 33 LJ I 1p1.11_01026 w 3 UL01027 .� � E a � Zt D UL01028 L A Q N00) 4) zMrn �-- Head Trim F205 Jamb Trim F514 /- S11 Trim / F205 1 Sill Trim F205 .' C71 m x v+ S F-� N Field Notch Front and Side at Head and Sill NI Jamb Trim F514 PBU Wall Liner Fastener Location - Non -Windward See Note f1 Note /1 Sheeting Direction Fastener f17A 12-14 x 1}' SD W/Washer Full height Liner at Sidewall shown. 1'-0' O.C. Fastener spacing similar at Endwalls Note f2 Fastener J-14 x J 1'-8' O.0 Eave Strut Liner Angle Wall Girt Wall Girt m- S Wall Base I Liner Base UL01109 Jun 15 Rev 00 See Note #2 Note f1 Note f1 Note f1 Note f1 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Jul z 33 LJ I w 3 O � O � Zt o J L A Q N00) 4) zMrn ►. U z 000 �Ow ® ❑ M W V Z m J O4'I q� 2 •� W N it (`i a YItC9 y N C O ,C .E Q ek ❑ ❑ ni R rn W F- Q W LU F y W Ej Lo° E 0� P45°i O fib). 0 3 0 r 0 < o V O Scale: NOT TO SCALE Drown by. GPL 6/22/17 Checked by. Project Engineer., DC Job Number. 15—B-82627 Sheet Number. R12 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Jul z 33 LJ I < Ar, { Irl` J �n C 6461, yl rn i EXP. 6;3Q/2Qil � .� PBU Wall Liner Full Height - Low Eave Eave Strut m N Fastener #1B }-14 x 1r SD W/O Washer 2'-0" O.C. Fastener #17A 12-14 x 1r SD W/Washer 1'-0" O.C. Liner Angle LA1 - 8" Girt LA2 - 10" Girt LA3 - 12" Girt PBR Soffit at Sheeted Wall Fastener #4A 1-14 x a" SD W/Washer 1'-0 O.C. Soffit Panel Soffit Trim F49 7 1 Fastener #14 i"o x 4" 1'-0 O.C. Horizontal Soffit (Purlin Extension) Fastener 14A J-14 x J" 12 SD W/Washer *Varies 1'-0 O.C. Fastener #14 Soffit Panel is x A" 1'-0 O.C. Soffit Trim F49 Sloped Soffit (Canopy) * Standard F49 0 to 4:12 Maximum GD14000 Feb'161 05 "Optional" Outside Panel Closure (See GD06002) Filler ' F4048 Fastener #14 -1dI "o x 40 1'-0 O.C. Finishing Off Module "Optional" Outside Panel Closure (See GD06002) N PBR Soffit End Lap Details All fasteners shown are Fastener #17A 12-14 x 1}" SD W/Washer at 1'-0" O.C. (unless noted) GD14010 )ate Rev Nov'15 04 1" min. 1" min. W.P. Foam Closure HW456 Soffit Peak Trim F84 Fastener #4A 1--14 x r SD W/Washer 1'-0" O.C. Interior Zee La D R& Eave PBU Wall Liner Flush Interior Column Liner Trim F614 - Flange S 10" F615 - Flange > 10" < 12r Wall Liner 1 I FO Lo. UL01115 Date Aug'15 R01 Liner panels are to be field cut. Fastener #4A J -14x' SD W/Washer 1'-8' O.C. Fastener #17A 12-14 x 11" SD W/Washer at Each Member I (See UL01109) Column Girt Purlin Extension - PBR Soffit Sheeted Wall En notche GD14020 )r'16 Rev 03 Rake Angle RA1 Endwall Panel KtlEoch stener #1B 4 x 1r SD W/O Washer Roof Member Pudin Roof Panel (Profile Varies PBR shown) Soffit Trim PBR Soffit J F49 Fastener #14 d"0 x J" Pop Rivet SS 1'-0" O.C. Fastener #4A }-14 x j" SD W/Washer 1'-0" O.C. Wall Panel Fastener #17A / 12-14 x 1r SD W/Washer Rake Angle RA1 (Field Notch at Roof Member) "Optional" Outside Panel Closure (See GDO6003) Jamb Filler Trim F4048 Fastener #14 �"0 x J" Pop Rivet SS 1'-0" O.C. Finishing Off Module PBU Wall Liner Endwall Rafter - Flush Girts Pur1ln 0 0 Rafter UL01119 Date Rev Jun '15 00 Liner panels ore to be field cut Fastener #17A 12-14 x 1r SD W/Washer at Each Purlin Liner Trim F616 Fastener #4A }-14 x r SD W/Washer V-0' O.C. Wall Liner Canopy at Low Eave - PBR Soffit Roof Panel PBR Soffit Fastener #14 rd x j" Pop Rivet SS 1'-0" O.C. Soffit Trim F49 Fastener #4A ;J-14 x r SD W/Washer 1'-0" O.C. Wall Panel GD14030X< ate Rev Nov 15 01 Panel Clip with Clip Srews Fastener #17A 12-14 x 1r SD W/Washer Eave Strut "Optional" Outside Panel Closure (See GD06002) DUL01110 PBU Wall Liner Termination at Girt Elevation UL01112 Date Rev Date, Jun 15 Rev 00 Jun'15 00 Note: Liner Eave Trim is to ma, be field adjusted to fit snug against the roof insulation. Angle Trim F617 Fastener #4A -1--14 x r SD W/Washer ------ 1'-0" O.C. Insulation (Not By Metal to Building Manufacturer) v E � o C4 :r N m O Fastener #4A cm 1-14 x r SD W/Washer See erection 1'-0" O.C. Girt rawings for elee ion Liner Eave Trim F609 Fastener #17A 12-14 x 1r SD W/Washer O 1'-0" O.C. Wall Liner I Wall Liner GD14000 Feb'161 05 "Optional" Outside Panel Closure (See GD06002) Filler ' F4048 Fastener #14 -1dI "o x 40 1'-0 O.C. Finishing Off Module "Optional" Outside Panel Closure (See GD06002) N PBR Soffit End Lap Details All fasteners shown are Fastener #17A 12-14 x 1}" SD W/Washer at 1'-0" O.C. (unless noted) GD14010 )ate Rev Nov'15 04 1" min. 1" min. W.P. Foam Closure HW456 Soffit Peak Trim F84 Fastener #4A 1--14 x r SD W/Washer 1'-0" O.C. Interior Zee La D R& Eave PBU Wall Liner Flush Interior Column Liner Trim F614 - Flange S 10" F615 - Flange > 10" < 12r Wall Liner 1 I FO Lo. UL01115 Date Aug'15 R01 Liner panels are to be field cut. Fastener #4A J -14x' SD W/Washer 1'-8' O.C. Fastener #17A 12-14 x 11" SD W/Washer at Each Member I (See UL01109) Column Girt Purlin Extension - PBR Soffit Sheeted Wall En notche GD14020 )r'16 Rev 03 Rake Angle RA1 Endwall Panel KtlEoch stener #1B 4 x 1r SD W/O Washer Roof Member Pudin Roof Panel (Profile Varies PBR shown) Soffit Trim PBR Soffit J F49 Fastener #14 d"0 x J" Pop Rivet SS 1'-0" O.C. Fastener #4A }-14 x j" SD W/Washer 1'-0" O.C. Wall Panel Fastener #17A / 12-14 x 1r SD W/Washer Rake Angle RA1 (Field Notch at Roof Member) "Optional" Outside Panel Closure (See GDO6003) Jamb Filler Trim F4048 Fastener #14 �"0 x J" Pop Rivet SS 1'-0" O.C. Finishing Off Module PBU Wall Liner Endwall Rafter - Flush Girts Pur1ln 0 0 Rafter UL01119 Date Rev Jun '15 00 Liner panels ore to be field cut Fastener #17A 12-14 x 1r SD W/Washer at Each Purlin Liner Trim F616 Fastener #4A }-14 x r SD W/Washer V-0' O.C. Wall Liner Canopy at Low Eave - PBR Soffit Roof Panel PBR Soffit Fastener #14 rd x j" Pop Rivet SS 1'-0" O.C. Soffit Trim F49 Fastener #4A ;J-14 x r SD W/Washer 1'-0" O.C. Wall Panel GD14030X< ate Rev Nov 15 01 Panel Clip with Clip Srews Fastener #17A 12-14 x 1r SD W/Washer Eave Strut "Optional" Outside Panel Closure (See GD06002) . Ei3o�2o�r v ma, -59e v m O 0 O 0 .y cc � � � o � O Lo Q � Z OOU UO W V Z m O V 0 6Z00 CL YdN-0 z Cr ell vi N C O .c .E O a M 0) ❑ ❑ O 0 0 WHQW Wv�F e+i B W W 0 -J 55 L W O J °'X050 V) to Otf70 m0 •3 N W c� r. Scale. NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engineer.• DC Job Number. 15—B-82627 Sheet Number. R13 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. +t it , V C 6461, rn EXP . . Ei3o�2o�r LOKSEAM Panel - Slimline Canopy with Eave Trim - PBU Soffit PR16002X Signature Southern Standard and Southern Large Rake Trim - Purlin Extension - PBR Soffit MBL18002X LOKSEAM Panel - AT HIP DETIAL #1 PBR, RBR, AVP, Vistashadow, & IMP Fully Sheeted Wall LOKSEAM Panel - AT VALLEY 00 ate DETIAL #2 A r'16 04 May'16 Roy 18' TH-Bead Tape Sealer j" x Fastener #'4A Gutter (Profile 1--14 x r SD W/Washer (1) at F797 Downspout Strap may vary) (2) at F81. F903 and F1829 F797 - 3}'x4' and 4`x5' Downspouts HW504 F81 - 6`x6' Downspout O verhan Fastener f1 4 F1829 - 8'x8" Downspout eve .w .w .w eve eve F903 - 9"x9}' Downspout (1) Per Side at F797 Downspout (4) Fastener #14 J (2) Per Side at F81, F903 (4"x5' Shown) �• x - and F1829 PBR Wall Panel Attachment Fastener #_ Fastener f4A 1-14 x r SD W/Washer Downspout Strop 1/4-14 x 1 1/4 LONG -LIFE F797 - 31 x4 and 4x5 Downspouts Fastener #_ (2) at F81, F903 and F1829 F81 - 6'x6" Downspout F1829 - 8"x8" Downspout Downspout F1806 Fastener f14 F903 - 9rx9r Downspout SElf M* Downspout (6) Fastener #14 (2) Per Side at F81, F903 RBR Wall Panel Attachment (4"x5" Shown) 1" x i` (Typ•) and F1829 Downspout [FASi�1�/WASF#R ENER Strap F797 Downspout Fastener f4A Downspout Strap F1801/F1802 FASTENER SPACING F797 - 3}"x4' and 4"x5' Downspouts (1) at F797 F81 - 6'x6" Downspout (2) at F81, F903 and F1829 F1829 - 8"x8" Downspout Fastener #14 F903 - 9rx9r Downspout Gutter (Profile Fastener J5 to x a` Pop Rivet SS (1) Per Side at F797 AVP/Vlstashadow Downspout (4"x5" Shown) may vara) (2) Per Side at 29 Wall Panel Attachment verhan aFr811,� 1-14 x 11' Shoulder SD W/O Washer 2�-0` O.C. W'x 2' 2' HP Tii9/ [SP -a t/4-14 x 7 8 IAN --M tAPiEIc N( NOTRlSiA1L 1FfRU PMEL O.C.0 81 Fastener A s. _ _ uxs 2%ND WN 170 r-Fast� #IE 1-14 x r SD W/Washer F797- 3 `x4out and 4`x5` Downspouts . Low Rake Support 12-14 x 1 PANM NEAR (1) at F797 1R1-BFAD TAPE SSR -504] TOP t EIOITOY OF (2) at 1`81, F903 and F1829 fm OM If11 12-14 x I LL SD W/Washer L Fastener 4A Fli END OF FM W See Sh 9 � 1/8 I 3 Fastener f14 F903 - 9rx9r Downspout HW Roof Panel SEV-DRIUFR FAS1FNQt 112A] (2) PER CUP UUO CLF PA l ] CO x A" Pop Rivet SS ZEE d.OSURE 5014 ({F -f1 -D ver TO LENGTH 6Ea CUF TO FR PAakl) Altemate Detail r (4"x5" Shown) URETW SFxAHt x " 0 O C and F1829 -� ClD1T 3/4. ----- ---- — — — — �- FLL00OFMW1 urei,w+E sfx�wr ,• Y ,. -a1J1] Rake Trim f 12-14 x 1 PANCAKE HEAD SELF-DRAIFR [FASTENER i/12A] (2) PER CONN 0 EACH PlJRl11 1 x 3/8 POP RNET ASfQIQt %14A] 1�4 F 1' 12-14 1 PANf'W HEAD SP- HP SUPPORT PLATE 141] 4' O.0 WW 1 0 if O.C. x (2) POt Cm [FASfENFIt /12A] (2) PER CUP Fastener #17A (MD NOTCH 0 PUit 2 2 x 2 x 14 Gk EUAK-1P tDlsE�w PArEi I, u:90 CLP D*444 12-14 x Eave Gutte SD W/Washer Rake Slide Trim [►+w'ao4]TAPe sEAUR Std. F10 (shown) of 2'-0 O.C.F215 ZEE W MW r Fastener /17A '�- MW CIM a�] yAUEr Till 12-14 x 1}" — — — — — — — — — — — — �.r SD W "er RffERFNCE T1fPIPIV T7W L*SICE s SECzM Fastener ---at 1'-0 O.C. Fastener A Pum 12-14: , PAR7Y(E NERD SU� (Fi�ltf12A] 1ER polCl1 AS aEar'o. 0 �1W/W�herfftt PBU $0 -14 x �" SD W/Washer PBR Soffit Panel at 11-0 O.C. 1'-0" O.C. Fastener #17A REFt�M T� � 1t81 SUPM �� [D ��� SP 2 Trim Fastener X14 1/8 x 3/16 Low Eave/Rake Spacer Trim 12-14 x 11" SD W/Washer IAP sE S4 x 1� 12A] F2901 - S` Member (Shown) 2'-0' O.C. (M* PER carve 0 Eve Pop Rivet 1•-0' O.C. F2914 - 10' Member F2927 - 12' Member Rake Angle 1 1/4' Eave Canopy Projection RA1 Fastener #17A 12-14 x 1:' SD W/Washer at Each Roof Member Press Broke Downspout Layout 4" x 5" Gutter (profile May vorY) Fleld locate - opening In gut}or - Seal Downspout to Gutter connection with Tube sealant HW54- Upper Downspout F1801 Downspout with Kickout F1802 •DP00020 an'16 01 (4) Fastener #14 i" x A* Downspout Strap F797 (See DP00011 thru DP00014 for Downspout Strap Fasteners) (6) Fastener #14 rTX A. yp. at splice) Note: 1. Refer to the building erection drawings for the spacing of the downspouts. 2. Locate all downspouts over a panel major rlb If possible. 3. Downspout straps F797 are Located at the bottom of a downspout, below a splice, and at a mid point of downspout longer than 10'-6". See DP00011 thru DP00014 for downspout strap fasteners 4. Field notch downspouts for lap as shown and cut to length. --_� __.—_—.—T-.— �•-•r—•- .I'I i Ned ell, I" EXP 61301201;:- 6/30/201,- y. I Press Broke Downspout C" DP00021 Downspout Strap Attachment Page DP00011 At Eave Canopy - 4" x 5" Downspout PBR, RBR, AVP, Vistashadow, & IMP Fully Sheeted Wall DOU Feb'14 00 ate R03 Fastener #'4A Gutter (Profile 1--14 x r SD W/Washer (1) at F797 Downspout Strap may vary) (2) at F81. F903 and F1829 F797 - 3}'x4' and 4`x5' Downspouts F81 - 6`x6' Downspout O verhan Fastener f1 4 F1829 - 8'x8" Downspout rO x J" Pop Rivet SS F903 - 9"x9}' Downspout (1) Per Side at F797 Downspout (4) Fastener #14 J (2) Per Side at F81, F903 (4"x5' Shown) �• x - and F1829 PBR Wall Panel Attachment 12 —�1 Fastener f4A 1-14 x r SD W/Washer Downspout Strop (1) at F797 F797 - 31 x4 and 4x5 Downspouts (2) at F81, F903 and F1829 F81 - 6'x6" Downspout F1829 - 8"x8" Downspout Downspout F1806 Fastener f14 F903 - 9rx9r Downspout 1'0 x a' Pop Rivet SS (1) Per Side at F797 Downspout (6) Fastener #14 (2) Per Side at F81, F903 RBR Wall Panel Attachment (4"x5" Shown) 1" x i` (Typ•) and F1829 Downspout Strap F797 Downspout Fastener f4A Downspout Strap F1801/F1802 1-14 x r SD W/Washer F797 - 3}"x4' and 4"x5' Downspouts (1) at F797 F81 - 6'x6" Downspout (2) at F81, F903 and F1829 F1829 - 8"x8" Downspout Fastener #14 F903 - 9rx9r Downspout Gutter (Profile to x a` Pop Rivet SS (1) Per Side at F797 AVP/Vlstashadow Downspout (4"x5" Shown) may vara) (2) Per Side at 29 Wall Panel Attachment verhan aFr811,� Fastener A ' (4)Fastener X14 1-14 x r SD W/Washer F797- 3 `x4out and 4`x5` Downspouts " x 1" 18 (1) at F797 F81 6x6 Downspout (2) at 1`81, F903 and F1829 F1829 - 8"x8" Downspout Downspout Fastener f14 F903 - 9rx9r Downspout Elbow F1803 CO x A" Pop Rivet SS Downspout Altemate Detail (1) Per Side at F797 (2) Per Side at F81, F903 IMP Wall Panel Attachment (4"x5" Shown) and F1829 --_� __.—_—.—T-.— �•-•r—•- .I'I i Ned ell, I" EXP 61301201;:- 6/30/201,- y. I AVP Self -Flashing Lower Jamb Section Without Framed Opening Page AC09003 Louver Sill and Head Section With Framed Opening Louver Head Trim Isometric Flat Fins Page AC09006 Louver Jamb Section AVP Fins With Framed Opening Rev Page AC09008 Louver Sill and Head Section Without Framed Opening Page AC09001 Date Rav oats Rev Date Rev Date Rev— ev Oet'14 Oct 00 Louver OCt'14 00 N�'inal Oct -141 00 Oct 14 00 Field notch Girt Fastener /12A Header Girt Field Cut 6" Long. Jamb Stiffener 12-14 x 1" Pancake HD Wall Panel Header (2) Fastener #12A Wall Panel 5' F492 to clear girt W/O Washer SD W/O Wye Field cut at Louver Opening NOTE:- OTE1. Louver 1.See Reference Drawings for Sill Field cut at Louver Opening Girt framed opening Installation. Member m1) at � girt/base (3) Fastener #12A 5' Fastener #14A to x r Pop Rivet at Fins Optional Channel Closure Trim Optional Channel Closure Trim Fastener #17A See AC09020 Framed Opening Width See AC09020 3• return Leg nber 12-14 x 1 Pancake Hd 1-8 O.C. at Inner and r 1 1. - # 12-14 x 1 " SD W/Washer Louver Support RAI SD W/O Washer Outer Flange of Header Fastener #14A Field Notch ,fib to x r Pop Rivet at Front and Jamb Stiffener F164 1'-8' O.C. at Inner Fastener #17A Wall Panel* and Sill F492 Trim Field cut at (3) Fastener #12A Head Trim Louver Opening base to girt or girt to girt (field cut) RAi Sill Support Angle Field Cut and Field 12-14 x I SD W/Washer Optional Channel Closure Trim F482 Jamb Trim 3 12-14 x 1' Pancake Hd SD W/O Washer shown (see erection drawings for actual drawings for actual Notch at Jamb Stiffener Field Locate ( ) Optional Inside Panel Closure OP trim required) See AC09020 for Details x' HW507 Fastener #17A Jamb Tape Sealant 12-14 x 1r SD W/Washer Id Jamb Trim• 1'–B' O.C. (3 min.) ' I' P 12-14 x 1' Pancake HW455 PBR HW484 AVP Trim Fleid Notch Isometric HD SD W/O Washer Optional Inside Panel Closure 1'-8' O.C. (3 min.) '� * See Erection Drawings for Refer to Framed Opening Trim Installation drawings for alternate head to jamb trim HW459 PBU ""' trim. HW455 PBR Field notch Fastener #12A with r x A' HM7 HW464 AVP with r x A' HW507 Jamb Stiffener 12-14 x 1' Pancake HD Tape Sealant both sides .71 0' Tape Sealant both sides to clear base member SD W/O Washer 2 at �� ,,b () + NOTES: 1. Louver is to start and end at Base Member Stiffener / ,. � major rib. NOTE: Base Member Head Trim J F492 O x -6 2. See Reference Drawings for framed opening Installation. SAI Member Head Trim 1. Louver Is to stat and .� 17492 O end at major rib. r z Framed Opening_Isometric Fastener #17A o u 12-14 x 1r SD W/Washer �' m Jamb Stiffenerall Angie Isometric T Fastener #14A Optional Channel _ to x d' Pop Rivet at Framed Opening Width Closure Trim 8 �: 1'-8' O.C. at Inner and = Nominal Width – 2' See AC09020 for Details z Outer Flange of both � Face to Face of Jamb Stiffener = Louver Jambs. Z Nominal Width – 2 (Adjustable shown) T Louver (Adjustable shown) Jamb Stiffener F164 base to girt or girt to girt (field cut) Jamb Jamb 1' 1' x" HW507 Tape Sealant Fastener #17A T12-14 x Ir SD W/Washer Optional Channel Fastener #17A Closure Trkn 12-14 x 1 " SD W/Washer Optional Inside Panel Closure See AC09020 for Details HW455 PBR HW464 AVPClosure Optional inside P Sill Support Angle RAt ( between Jamb AVP Wall Panel Louver Fastener #17A HW459 PBU Sill �" x' HW507 HW455 PBR Stiffeners) Field cut at 12-14 x 1 J" SD W/Washer with r x A" HW507 1} Louver 1• Tape Sealant HW464 AVP Louver Opening Nominal Width 1'-8' O.C. (2 minimum) Tape Sealant both sides AVP Wall panel Field cut at Fastener #17A with r x r HW507 Liver Opening Nominal Width 12134 x 11'W/Washer SD ue Tape Sealant both sides Girt Section at Louver Jamb Section at Louver Jamb 2minimum) Lower Side to Side Jamb Section Flat Fins With Framed Opening Page AC09012 Louver Head Trim Isometric Flat Fins Page AC09016 Date Rev Date, Rev Oct'14 00 Oct 14 00 Header Girt Louver yyidth L° N�'inal Jamb 3� Louver Support RAi Field Cut 6" Long. Attach to SDI with (2) Fastener #12A 12-14 x 1" Pancake HD' F492 W/O Washer r� Head Trim NOTE:- OTE1. 1.See Reference Drawings for Sill Base framed opening Installation. Member Louver Framed Opening Isometric Flat Jamb Fin Head Trim Isometric Flat Jamb Fins Optional Channel Closure Trim Optional Channel Closure Trim Field Notch See AC09020 Framed Opening Width See AC09020 3• return Leg for Details for Details r 1 1. - # F:,:l •"' Louver Support RAI Louver Louver Fastener #14A Field Notch ,fib to x r Pop Rivet at Front and 1'-8' O.C. at Inner Side at Head Wall Panel* and Outer Flange of F492 Trim Field cut at both Jambs. Head Trim Louver Opening 17482 Jamb Trim F482 Jamb Trim 3 shown (see erection shown (see erection drawings for actual drawings for actual trim required) trim required) x' HW507 Fastener #17A Tape Sealant 12-14 x 1r SD W/Washer Fastener Jamb Trim• 1'–B' O.C. (3 min.) ' I' P 12-14 x 1' Pancake Jamb Trim to Head Trim Isometric Jamb Trim Fleid Notch Isometric HD SD W/O Washer Nominal Width Nominal Width 1'-8' O.C. (3 min.) Note: * See Erection Drawings for Refer to Framed Opening Trim Installation drawings for alternate head to jamb trim actual wall panel and jamb Section at Louver Jamb Installation detail If required. trim. VA c C 6461 n Exp 6/30/2017 cim r Tape Sealant and Tube Sealant TRI—BEAD TAPE SEALER ��HW504 L.1 JJ" X J' X 25'-0" TRIPLE BEAD TAPE SEALER HW502 {l" X 2J" X 20'-0" URETHANE TUBE SEALANT HW540 (White) HW541 (Gray) HW542 (Bronze) Note: 25'-0" per Tube at 1/4" Bead DEKSTRIP 7" WIDE - HW5227 DEKSTRIP 9" WIDE - HW5228 DEKSTRIP 12" WIDE - HW5229 COLOR = Gray SCREWS 2" O.C. MAX. PERIMETER TAPE SEALANT BOTH SIDES TUBE SEALANT EACH END TERMINATION STRIP HW5305 EACH END (1" Wide x 4'-0" Long Alum.) FLAT TAPE SEALER HW507 s A" X +J" X 50'-0' FLAT TAPE SEALER HW506 J1` X 1 " X 45'-0" TAPE SEALER MINOR RIB HW512 M J2" X 1J" X 4" 2" WIDE X 24 GA. STRAPPING • FL470 — 25'-0" Roll Galvalume Plus Only • FL471 — 100'-0" Roll Galvalume Plus Only • FL569 — 500'-0" Roll Galvalume Plus or White Wash Coat G000005 Date Oct .15 R03 TAPE SEALER — SWAGED HW515 1J" X 24* X 6" BattenLok HS SuperLok NON—SKINNING BUTYL TUBE (VAPOR SEALANT) Q:� IMP7100 (WHITE) Note: 12'-6' per Tube at 3/8" Bead FLEXIBLE MEMBRANE (EPDM) • HW520 — 16" x 50'-0" Roll • HW521 — 24" x 50'-0" Roll NOTE: Refer to bill of materials for specific job requirements -.1 Page NOTE: Refer to bill of materials Fasteners 04 PBR, PBu, AVP, Fasteners G000006 Fasteners G000007 Rte. Panel Fasteners ate , Rev BattenLok HS ! SuperLok and Double -Lok 1 Ultra-Dek Feb'17 07 for specific job requirements Jun '16 04 DArr- Mar 17 08 Wall Fasteners Roof Fasteners Optional Roof or Wall Fasteners Structural Fastener (Fixed) Roof Member crew goof StitchLonLife rew FASTENER #271 FASTENER #24 FASTENER 228 C j Long Life (Optional at Wall) Stainless Steel Cap Fastener #1 Fastener #1E — 1/4"-14 x 1 1/4" Fastener #4 — 1/4'-14 x 7/8" Member Screw Member Screw Member Screw /4"-1 1' 5/16` Hex Washer Head w/ Washer 5/16' Hex Washer Head w/ Washer 1 4 x Fastener #17A Fastener #3 Fastener #3SSBX 5/16" Hex Washer Head w/ Washer 12-14 x 1>)" 12-14 x 1:r 12-14 x 1' Hex Washer Head" Hex Washer Head Hex Washer Head Optional Stainless Steel Optional Stainless Steel w/washerw/washer w/washer Fastener #iEsS — 1/$-14 x 1 1/4" Fastener #4SS — 1/4"-14 x 7/8" 5/1e" Hex washer Head w/ washer 5/16" Hex Washer Head w/ Washer 8-18 x 1/20 8 x 5/8" 10 x 1/2` Trim Screw Nibbed Driller Grommet Washer 0 Member Screw Member Screw Member Screw Structural Fastener (Floating), BattenLo en rLok BattenLok/,Sueert_ok u Optional Optional Optional Panel Clip Screw Paned C112 Screw FASTENER FASTENER #14A FASTENER #226 Fastener #178 Fastener #3A Fastener #3ASSBX Fastener #5 Insulation < - 4' Material < 1/4' Insulation > 4' Material < 1/4' Fastener #1B Fastener' 42 12-14 x 11" 12-14 x 1 12-14 x 1�" 1/4'-14 x 1 1/4` 1/4"-14 x 1 1/4" 1/4-14 x 1 112" Driller E" Hex Washer Head ` Hex Washer Head ` Hex Washer Head Shoulder herDP2 5/16" Hex Washer Head 5/18" Hex Washer Head � � 5/16` Hex Washer Head w/washer w/washer w/washer -------------- 1/8` x 3/16" 1/8" x 3/8" 3/16" x 9/16' SattenLok/Su eerrl_ok SattenLok/ Sup�ok Double—LokAJItra—Dek Pop Rivet Pop Rivet Closed End Rivet Panel Clio Screw el Up screw Panel Clip Screw Stainless Steel Stainless Steel Member Screw member Screw ■ Optional Optional Insulation< -4` Material >-1/4' Insulation > e Material > - 1/4' insulation < -4" Material < 1/4 Fastener #28 Fastener #58 Faetenw #55 Fastener #70 Fastener #1 12-24 x 1 1/4" DP5 1/4'-14 x d 12-14 x 2' 12-14 x 20 12-24 x 1 1/2' DP5 5/18' Hex Washer Head w/ Washer FASTENER #43 FASTENER #43L FASTENER HW399 ra " Hex Washer Head' Hex Washer Head 5/16" Hex Washer Head 5/16' Hex Washer Head O w/washer w/washer 73,c .o Double—Lok/Uitra—Dek Qouble—Lok/Uitra—Dek Double—Lok Itra—Dek � Panel Clip Screw Panel Clin Screw Panel Cilo Screw Insulation > 4` Material < 1/4' Insulation < - e Material > - 1/4" Insulation > 4" Material > - 1/4" Fastener #1F Fastener #67 Fastener #69 Stitch Screw Stitch Screw Stitch Screw 1/4"-14 x 1 1/2" Driller 12-24 x 1 1/4" DP5 12-24 x 1 1/2' DP5 LT.P. Member Screw LT.P. Member Screw (Long Life) #6 x 1" Rubber Grommet 5/16' Hex Washer Head w/ Washer 5/16■ Hex Washer Head w/ Washer /16" Hex Washer Head w/ Washer■ w w Fastener A Fastener Fastener 4SSBX 1/4--14 x 1 1/4 1/4 —14 x 1 1/4 1/4 Hex Head w/ Washer $4 #4 # 5/16" Hex Washer Head 5/16" Hex Washer Head �-14 x a" J-14 x J" }-14 x i" w/ 1 1/8" O.D. Washer w/ 1 1/8' O.D. Washer y Hex Washer Head Hex Washer Head Hex Washer Head w/washer w/washer w/washer FASTENER #44 FASTENER #44L FASTENER 935 Iba c Double—Lok/Ultra—Dek3 ,O Panel Clip Screw NOTE: Refer to bill of materials for specific o Insulation S 4" Material < 1/4"job (a requirements J 00 Fastener #1D 0 _J 10,1/4'-14 x 1 1/4" 5/16" Hex Washer Head w/ Washer y (n u7 NOTE Refer to bill of q Co q' Z W � materials for specific job A a3 U V requirements ® ❑ L.T.P. Stitch Screw LT.P. Stitch Screw (Long Life) #14 x 1 1/8" O.D. a ��.. v } OJ 1/4'-14 x 7/8` 1/4"-14 x 7/8" Bonded Washer tu Z M 5/16" Hex Washer Head 5/16' Hex Washer Head 0 x o w Co w/ 1 1/8" O.D. Washer w/ 1 1/8' O.D. Washer n N O ,�ECd3' 24 O rL OEl Q❑U H 0)W i. -QW in FLJVZ0a N O y 0 >_ O � c� r`V. Q c� o 4 Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engineer: DC Job Number. 15—B-82627 Sheet Number. R16 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. V OF' �Gn -)41 UJ G) C 64,61 in ; AXP. 61301209; VIIY Page Various Fasteners atGo000o e v Rev Nov .161 11 Fastener #17 Fastener #38 12-14 x 1' SD W/Washer 1--14 x r SO W/O Washer {" Hex Head >' Hex Head MM Fastener #12A 12-14 x 1' Pancake SD W/O Washer Fastener #55 Fastener #70 Fastener #142 12-24 x 1r SD DP5 W/O Washer 12-24 x 1 }' SD DP5 W/O Washer �-14 x 1r SD W/O Washer jr Hex Head 1U11►1�VV Hex Head 4' Hex Head Fastener #76 Fastener #61 Fastener #1B 12-14 x 2" SD W/O Washer 12-14 x 1r SD W/O Washer 1--14 x I SD W/O Washer {' Hex Head Hex Head' Hex Head Fastener #16 Fastener #46 12-24 x 1r Pancake SD DP5 NOTE: 1-14 x r LL ST Type B W/Washer W/O Washer Refer to Bill of Materials for ' Hex Head Specific job Requirements tt `li111._� -.1 Page NOTE: Refer to bill of materials Fasteners 04 PBR, PBu, AVP, Fasteners G000006 Fasteners G000007 Rte. Panel Fasteners ate , Rev BattenLok HS ! SuperLok and Double -Lok 1 Ultra-Dek Feb'17 07 for specific job requirements Jun '16 04 DArr- Mar 17 08 Wall Fasteners Roof Fasteners Optional Roof or Wall Fasteners Structural Fastener (Fixed) Roof Member crew goof StitchLonLife rew FASTENER #271 FASTENER #24 FASTENER 228 C j Long Life (Optional at Wall) Stainless Steel Cap Fastener #1 Fastener #1E — 1/4"-14 x 1 1/4" Fastener #4 — 1/4'-14 x 7/8" Member Screw Member Screw Member Screw /4"-1 1' 5/16` Hex Washer Head w/ Washer 5/16' Hex Washer Head w/ Washer 1 4 x Fastener #17A Fastener #3 Fastener #3SSBX 5/16" Hex Washer Head w/ Washer 12-14 x 1>)" 12-14 x 1:r 12-14 x 1' Hex Washer Head" Hex Washer Head Hex Washer Head Optional Stainless Steel Optional Stainless Steel w/washerw/washer w/washer Fastener #iEsS — 1/$-14 x 1 1/4" Fastener #4SS — 1/4"-14 x 7/8" 5/1e" Hex washer Head w/ washer 5/16" Hex Washer Head w/ Washer 8-18 x 1/20 8 x 5/8" 10 x 1/2` Trim Screw Nibbed Driller Grommet Washer 0 Member Screw Member Screw Member Screw Structural Fastener (Floating), BattenLo en rLok BattenLok/,Sueert_ok u Optional Optional Optional Panel Clip Screw Paned C112 Screw FASTENER FASTENER #14A FASTENER #226 Fastener #178 Fastener #3A Fastener #3ASSBX Fastener #5 Insulation < - 4' Material < 1/4' Insulation > 4' Material < 1/4' Fastener #1B Fastener' 42 12-14 x 11" 12-14 x 1 12-14 x 1�" 1/4'-14 x 1 1/4` 1/4"-14 x 1 1/4" 1/4-14 x 1 112" Driller E" Hex Washer Head ` Hex Washer Head ` Hex Washer Head Shoulder herDP2 5/16" Hex Washer Head 5/18" Hex Washer Head � � 5/16` Hex Washer Head w/washer w/washer w/washer -------------- 1/8` x 3/16" 1/8" x 3/8" 3/16" x 9/16' SattenLok/Su eerrl_ok SattenLok/ Sup�ok Double—LokAJItra—Dek Pop Rivet Pop Rivet Closed End Rivet Panel Clio Screw el Up screw Panel Clip Screw Stainless Steel Stainless Steel Member Screw member Screw ■ Optional Optional Insulation< -4` Material >-1/4' Insulation > e Material > - 1/4' insulation < -4" Material < 1/4 Fastener #28 Fastener #58 Faetenw #55 Fastener #70 Fastener #1 12-24 x 1 1/4" DP5 1/4'-14 x d 12-14 x 2' 12-14 x 20 12-24 x 1 1/2' DP5 5/18' Hex Washer Head w/ Washer FASTENER #43 FASTENER #43L FASTENER HW399 ra " Hex Washer Head' Hex Washer Head 5/16" Hex Washer Head 5/16' Hex Washer Head O w/washer w/washer 73,c .o Double—Lok/Uitra—Dek Qouble—Lok/Uitra—Dek Double—Lok Itra—Dek � Panel Clip Screw Panel Clin Screw Panel Cilo Screw Insulation > 4` Material < 1/4' Insulation < - e Material > - 1/4" Insulation > 4" Material > - 1/4" Fastener #1F Fastener #67 Fastener #69 Stitch Screw Stitch Screw Stitch Screw 1/4"-14 x 1 1/2" Driller 12-24 x 1 1/4" DP5 12-24 x 1 1/2' DP5 LT.P. Member Screw LT.P. Member Screw (Long Life) #6 x 1" Rubber Grommet 5/16' Hex Washer Head w/ Washer 5/16■ Hex Washer Head w/ Washer /16" Hex Washer Head w/ Washer■ w w Fastener A Fastener Fastener 4SSBX 1/4--14 x 1 1/4 1/4 —14 x 1 1/4 1/4 Hex Head w/ Washer $4 #4 # 5/16" Hex Washer Head 5/16" Hex Washer Head �-14 x a" J-14 x J" }-14 x i" w/ 1 1/8" O.D. Washer w/ 1 1/8' O.D. Washer y Hex Washer Head Hex Washer Head Hex Washer Head w/washer w/washer w/washer FASTENER #44 FASTENER #44L FASTENER 935 Iba c Double—Lok/Ultra—Dek3 ,O Panel Clip Screw NOTE: Refer to bill of materials for specific o Insulation S 4" Material < 1/4"job (a requirements J 00 Fastener #1D 0 _J 10,1/4'-14 x 1 1/4" 5/16" Hex Washer Head w/ Washer y (n u7 NOTE Refer to bill of q Co q' Z W � materials for specific job A a3 U V requirements ® ❑ L.T.P. Stitch Screw LT.P. Stitch Screw (Long Life) #14 x 1 1/8" O.D. a ��.. v } OJ 1/4'-14 x 7/8` 1/4"-14 x 7/8" Bonded Washer tu Z M 5/16" Hex Washer Head 5/16' Hex Washer Head 0 x o w Co w/ 1 1/8" O.D. Washer w/ 1 1/8' O.D. Washer n N O ,�ECd3' 24 O rL OEl Q❑U H 0)W i. -QW in FLJVZ0a N O y 0 >_ O � c� r`V. Q c� o 4 Scale: NOT TO SCALE Drawn by. GPL 6/22/17 Checked by. Project Engineer: DC Job Number. 15—B-82627 Sheet Number. R16 of 17 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. V OF' �Gn -)41 UJ G) C 64,61 in ; AXP. 61301209; VIIY *Vol U') 5�" f F10 Gutter Varies N N �L F616 Liner Angle Trim �e5 F1806 4" x 5" Downspout Canopy Return F11 Gutter End Cap 1" s F292 Parapet Rake Cleat i" ri T M F617 Liner Angle Trim F2351 Rake Trim End Closure 3" r# F42 Rake Trim d- Varies F300 Parapet Rake Trim 3j" 1" 3 ,. F49 Soffit Trim 117 iwo E:PN r F406 Base Trim F620 Starter Trim F4048 Jamb Filler Trim F679 Ridge End Ca F82 Termination Trim F420 Peak Box F797 Downspout Strap 3" 3" F84 Soffit Peak Trim co M s 2J„ F481 Framed Opening Head Trim 31" co v�oo-7 r' M F801 Inside Corner Trim F94 Roof Partition Trim 4j" s F482 Framed Opening Jamb Trim 3j" M F830 Outside Corner Trim 9" 1 T F117 Termination Trim r— 2j" F514 Jamb Trim 41" s N El F848 Framed Opening Sill Trim N s r 1" F205 Header Trim s F609 Liner Eave Trim M ' xV N 81" F981 Channel Closure Trim F215 Rake Slide Trim F614 Liner Trim fn F1802 4" x 5" Downspout 45' Kicker ,. 0 Q � C �p 6461 m EXP. 6/00/2017 'v \4VIL PBU Liner UL01107 Date Four Sided Framed Opening lAug. 15 R01 1• Framed Opening Width 1" (3) Fastener #12A Head Trim (3) Fastener #12A 12-14 x 1" Pancake F205 12-14 x 1 Pancake SD W/0 Washer SD W/O Washer IS ® IN [•7 �-- Head Trim F205 Jamb Trim F514 Sill Trim F205 Liner Trim F614 - Flange S 10" F615 - Flange > 10" < 12r Wall Liner 1 1 1 PBU Wall Liner Flush Interior Column FO Lo 1 SAI Trim F205 n d a rz g ®I N __1J "atch Front and Head and SBI 3mb Trim 514 UL01115 [a'15 Rev 01 Liner panels are to be field cut. Fastener #4A 1-14 x r SD W/Washer 1'-a" O.C. Fastener #17A 12-14 x 1" SD W/Washer at Each Member 1 (See UL01109) Column Girt PBU Wali Liner Fastener Location - Non -Windward Note #1 Sheeting urremion Fastener #17A 12-14 x 1r SD W/Washer Full height Liner at Sidewall shown. 1'-0" O.C. rllel2 ,.r ennrinn similar at Endwalls Note #2 Fastener }--14 x r 1'-8' O.0 Eave Strut Liner Angle Wall Girt Wall Girt M Wail Base Liner Base "u,..... UL01109 )ate Rev Jun '15 00 _ee Note #2 PBU Wall Liner Endwall Rafter - Flush Girls Purlln Note #1 Note #1 Note #1 Note #1 UL01119 )ate Rev Jun'15 00 Liner panels are to be field cut Q V i pUL01026 I 0 I UL01027 P. f- E Fastener #17A DUL01028 12-14 x Ir SD W/Washer �-- Head Trim F205 Jamb Trim F514 Sill Trim F205 Liner Trim F614 - Flange S 10" F615 - Flange > 10" < 12r Wall Liner 1 1 1 PBU Wall Liner Flush Interior Column FO Lo 1 SAI Trim F205 n d a rz g ®I N __1J "atch Front and Head and SBI 3mb Trim 514 UL01115 [a'15 Rev 01 Liner panels are to be field cut. Fastener #4A 1-14 x r SD W/Washer 1'-a" O.C. Fastener #17A 12-14 x 1" SD W/Washer at Each Member 1 (See UL01109) Column Girt PBU Wali Liner Fastener Location - Non -Windward Note #1 Sheeting urremion Fastener #17A 12-14 x 1r SD W/Washer Full height Liner at Sidewall shown. 1'-0" O.C. rllel2 ,.r ennrinn similar at Endwalls Note #2 Fastener }--14 x r 1'-8' O.0 Eave Strut Liner Angle Wall Girt Wall Girt M Wail Base Liner Base "u,..... UL01109 )ate Rev Jun '15 00 _ee Note #2 PBU Wall Liner Endwall Rafter - Flush Girls Purlln Note #1 Note #1 Note #1 Note #1 UL01119 )ate Rev Jun'15 00 Liner panels are to be field cut PBU Wall Liner Full Height - Low Eave Eave Strut m d N Fastener #1B -�-14 x 1r SD W/O Washer 2'-0" O.C. Fastener #17A 12-14 x 1r SD W/Washer 1'-0" O.C. Liner Angle LAi - 8" Girt LA2 - 10' Girt LA3 - 1 Y Girt UL01110 IRev Jun'15 00 Note: Liner Eave Trim is to be field adjusted to fit snug against the roof insulation. Insulation (Not By Metal Building Manufacturer) Fastener #4A �-14 x r SD W/Washer 1'-0" O.C. Liner Eave Trim F609 Wall Liner BattenLok HS 1 SuperLok - Perimeter Trim Reference Trim Fastener and Mastic Eave/Rake Trim Eave/Rake Trim Rake Trim F2901.172914,F2927 F2902,F2915,F2928 F2903,F2916,F2929 F2901-12" Sealant F2902-12" Sealant F2903-12" Sealant F2914-14" Sealant F2915-14" Sealant F2916-14" Sealant F2927-16' Sealant F2928-16" Sealant F2929-16" Sealant (6) #14 per Lap (7) #14 per Lap (7) #14 r Lop Trim Color Trim Color Trim Color Eave-No Soffit Eave-With Soffit Rake -3/4" Soffit Q) Fastener #17A Fastener #17A Fastener #17A 24' O.C. at Top 24' O.C. at Top 24" O.C. at Top and 12' O.C. at Bottom #14 12' O.C. at Bottom Each Puriin at Trim Color Trim Color Bottom Rake With Soffit Rake #4 12" O.C. Fastener #17A Fastener #17A Trim Color " I" r24" O.C. at Top and 24" O.C. at Top and � Each Purlin at Each Purlin at Bottom Bottom tC0 With Soffit With J" or 1}" Soffit #4 12" O.C. #4 12" O.C. Trim Color With 1' Soffit #14 12" O.C. Trim Color L4r L h Side—No Soffit HlghSide',10.14" soffit High side High Eave Trim Masonry Trim Eave Trim 172904.172917.F2930 F2905,F2918,F2931 F2941,F2943,F2945 F2904-12" Sealant F2905-12" Sealant F2941-12" Sealant F2917-14" Sealant F2918-14" Sealant F2943-14" Sealant F2930-16" Sealant F2931-16" Sealant F2945-16" Sealant (7) #14 per Lap (7) #14 per Lap (7) #14 per Lap Fastener #17A Fastener #17A Fastener #17A 24' O.C. at Top 24" O.C. at Top and 24" O.C. at Top 12" O.C. at Bottom Each Purlin at Bottom Trim Color With Soffit Trim Color #14 12" O.C. Trim Color PBU Wail Liner Termination at Girt Elevation Girt UL01112 )ate Rev Jun'15 00 Angle Trim F617 Fastener #4A �-14 x r SD W/Washer 1'-0" O.C. Fastener #17A 12-14 x 1r SD W/Washer 1'-0' U.C. Wall Liner RBL00009 BattenLok HS / SuperLok - Perimeter Trim Reference D(c'12 00 Trim Fastener and Mastic Eave and Rake Masonry Trim Eave/Rake Trim Eave/Rake Trim Rake Trim F2940.F2942,F2944 F2906,F2919,F2932 F2907,172920.172933 F2908,172921.172934 F2940-12' Sealant F2906-12" Sealant F2907-12" Sealant F2908-12" Sealant F2942-14" Sealant F2919-14" Sealant F2920-14" Sealant F2921-14" Sealant F2944-16" Sealant F2932-16" Sealant F2933-16' Sealant F2934-16" Sealant (7) #14 per Lap (6) #14 per Lap (7) #14 per Lap (7) #14 per Lap Fastener #17A Trim Color Trim Color Trim Color 24" O.C. at Top Eave-No Soffit Eave-With Soffit Rake -3/4" Soffit Trim Color Fastener #17A Fastener #17A Fastener #17A 24" O.C. at Top 24" O.C. at Top 24" O.C. at Top 12" O.C. at Bottom #14 12" O.C. at Bottom and Each Puriin at C Trim Color Trim Color Bottom 14 12" O.C. Rake Rake Trim Color Fastener #17A Fastener #17A 24" O.C. at Top and 24" O.C. at Top and S� Each Purlin at Each Purlin at Bottom Bottom With Soffit With J" or 11" Soffit #4 12" O.C. #4 12" O.C. Trim Color With 1" Soffit #14 12" O.C. Trim Color High Sloe -No Soffit MghSide-'.1".1' Soffit Htgh Side Eave Trim High Eave Trim Masonry Trim F2909,F2922,172935 F2910,F2923,172936 F2947.F2949,F2951 F2909-12" Sealant F2910-12" Sealant F2947-12' Sealant F2922-14" Sealant F2923-14" Sealant F2949-14" Sealant F2935-16" Sealant F2936-16" Sealant F2951-16" Sealant (7) #14 per Lap (7) #14 per Lap (7) #14 per Lap Fastener #17A Fastener #17A Fastener #17A 24" O.C. at Top 24" O.C. at Top and 24" O.C. at Top 12" O.C. at Bottom Each Pudin at Bottom Trim Color Trim Color With Soffit #14 12" O.C. Trim Color BL00010 Ic'12 00 Ea" and Rake Masonry Trim 172946,172948,172950 F2946-12" Sealant F2948-14" Sealant F2950-16" Sealant (7) #14 per Lap Fastener #17A 24" O.C. at Top Trim Color 0 0 r lily a o ,� o0 U z C"t �3 Nom Q g q) Z&EaD U r W gym! � q z WNW C� y N C Q .— Q. LZ � ❑ ❑ wF-aw h W F W 0 aLi050 o, N0 0 3 04 a V -�r< < 4 Scale: NOT TO SCALE Drawn by. Checked by. Project Engineer. DC Job Number 15—B-82627 Sheet Number. R18 of 20 The engineerw hose seal appears hereon Is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Q V i I 0 I Fastener #17A 12-14 x Ir SD W/Washer at Each Purlin Liner Trim o I J F616 Fastener #4A T �-14 x r SD W/Washer 1'-0" O.C. Rafter I Wall Liner PBU Wall Liner Full Height - Low Eave Eave Strut m d N Fastener #1B -�-14 x 1r SD W/O Washer 2'-0" O.C. Fastener #17A 12-14 x 1r SD W/Washer 1'-0" O.C. Liner Angle LAi - 8" Girt LA2 - 10' Girt LA3 - 1 Y Girt UL01110 IRev Jun'15 00 Note: Liner Eave Trim is to be field adjusted to fit snug against the roof insulation. Insulation (Not By Metal Building Manufacturer) Fastener #4A �-14 x r SD W/Washer 1'-0" O.C. Liner Eave Trim F609 Wall Liner BattenLok HS 1 SuperLok - Perimeter Trim Reference Trim Fastener and Mastic Eave/Rake Trim Eave/Rake Trim Rake Trim F2901.172914,F2927 F2902,F2915,F2928 F2903,F2916,F2929 F2901-12" Sealant F2902-12" Sealant F2903-12" Sealant F2914-14" Sealant F2915-14" Sealant F2916-14" Sealant F2927-16' Sealant F2928-16" Sealant F2929-16" Sealant (6) #14 per Lap (7) #14 per Lap (7) #14 r Lop Trim Color Trim Color Trim Color Eave-No Soffit Eave-With Soffit Rake -3/4" Soffit Q) Fastener #17A Fastener #17A Fastener #17A 24' O.C. at Top 24' O.C. at Top 24" O.C. at Top and 12' O.C. at Bottom #14 12' O.C. at Bottom Each Puriin at Trim Color Trim Color Bottom Rake With Soffit Rake #4 12" O.C. Fastener #17A Fastener #17A Trim Color " I" r24" O.C. at Top and 24" O.C. at Top and � Each Purlin at Each Purlin at Bottom Bottom tC0 With Soffit With J" or 1}" Soffit #4 12" O.C. #4 12" O.C. Trim Color With 1' Soffit #14 12" O.C. Trim Color L4r L h Side—No Soffit HlghSide',10.14" soffit High side High Eave Trim Masonry Trim Eave Trim 172904.172917.F2930 F2905,F2918,F2931 F2941,F2943,F2945 F2904-12" Sealant F2905-12" Sealant F2941-12" Sealant F2917-14" Sealant F2918-14" Sealant F2943-14" Sealant F2930-16" Sealant F2931-16" Sealant F2945-16" Sealant (7) #14 per Lap (7) #14 per Lap (7) #14 per Lap Fastener #17A Fastener #17A Fastener #17A 24' O.C. at Top 24" O.C. at Top and 24" O.C. at Top 12" O.C. at Bottom Each Purlin at Bottom Trim Color With Soffit Trim Color #14 12" O.C. Trim Color PBU Wail Liner Termination at Girt Elevation Girt UL01112 )ate Rev Jun'15 00 Angle Trim F617 Fastener #4A �-14 x r SD W/Washer 1'-0" O.C. Fastener #17A 12-14 x 1r SD W/Washer 1'-0' U.C. Wall Liner RBL00009 BattenLok HS / SuperLok - Perimeter Trim Reference D(c'12 00 Trim Fastener and Mastic Eave and Rake Masonry Trim Eave/Rake Trim Eave/Rake Trim Rake Trim F2940.F2942,F2944 F2906,F2919,F2932 F2907,172920.172933 F2908,172921.172934 F2940-12' Sealant F2906-12" Sealant F2907-12" Sealant F2908-12" Sealant F2942-14" Sealant F2919-14" Sealant F2920-14" Sealant F2921-14" Sealant F2944-16" Sealant F2932-16" Sealant F2933-16' Sealant F2934-16" Sealant (7) #14 per Lap (6) #14 per Lap (7) #14 per Lap (7) #14 per Lap Fastener #17A Trim Color Trim Color Trim Color 24" O.C. at Top Eave-No Soffit Eave-With Soffit Rake -3/4" Soffit Trim Color Fastener #17A Fastener #17A Fastener #17A 24" O.C. at Top 24" O.C. at Top 24" O.C. at Top 12" O.C. at Bottom #14 12" O.C. at Bottom and Each Puriin at C Trim Color Trim Color Bottom 14 12" O.C. Rake Rake Trim Color Fastener #17A Fastener #17A 24" O.C. at Top and 24" O.C. at Top and S� Each Purlin at Each Purlin at Bottom Bottom With Soffit With J" or 11" Soffit #4 12" O.C. #4 12" O.C. Trim Color With 1" Soffit #14 12" O.C. Trim Color High Sloe -No Soffit MghSide-'.1".1' Soffit Htgh Side Eave Trim High Eave Trim Masonry Trim F2909,F2922,172935 F2910,F2923,172936 F2947.F2949,F2951 F2909-12" Sealant F2910-12" Sealant F2947-12' Sealant F2922-14" Sealant F2923-14" Sealant F2949-14" Sealant F2935-16" Sealant F2936-16" Sealant F2951-16" Sealant (7) #14 per Lap (7) #14 per Lap (7) #14 per Lap Fastener #17A Fastener #17A Fastener #17A 24" O.C. at Top 24" O.C. at Top and 24" O.C. at Top 12" O.C. at Bottom Each Pudin at Bottom Trim Color Trim Color With Soffit #14 12" O.C. Trim Color BL00010 Ic'12 00 Ea" and Rake Masonry Trim 172946,172948,172950 F2946-12" Sealant F2948-14" Sealant F2950-16" Sealant (7) #14 per Lap Fastener #17A 24" O.C. at Top Trim Color 0 0 r lily a o ,� o0 U z C"t �3 Nom Q g q) Z&EaD U r W gym! � q z WNW C� y N C Q .— Q. LZ � ❑ ❑ wF-aw h W F W 0 aLi050 o, N0 0 3 04 a V -�r< < 4 Scale: NOT TO SCALE Drawn by. Checked by. Project Engineer. DC Job Number 15—B-82627 Sheet Number. R18 of 20 The engineerw hose seal appears hereon Is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Page Perimeter Trim Reference Page BattenLok HS / SuperLok GBL00011 BattenLok HS / SuperLok MBL00001 Date Rev Perimeter Trim Fastener and Sealant Reference DM* R 02 Signature Southern Standard Trim Sep '161 R08 F High Low Side Side RIDGE VENT CAP PERFORATED VENT VENT END CAP CONTINUOUS EAVE TRANSVERSE EXPAN. Gutter Gutter Lap Gutter Cap Expansion Cover Gutter Ciip F301 FL254 F302R/L F283 F284 F350 Fastener 114 Fastener 114 (14) Fastener #4 Fastener 114A 34" tube Sedant F10 2' Lap F11 F647/F655 F246 J-14 x Jr LL SD W/ washerr-14 x �' LL so }-t4 x i' LL so }-14 x ti SD (6) Fastener 114 Fastener #4 S-6" Tube 2'-0" Tube Sealant (12) Fastener #14 Fatensr 04 at 6" O.C. ec W/ washy W/ Washer W/ Washer at 12' O.C. x ir LL SD 11-14 x LL s0 W/badar (14) at Lap (4) per closure Trim color Trim Color W1 -i14 }-14 x i" Sealant (10) Fastener #14 Trim Color sof Oder Trim Color Trim Color 17' Taps Sealant THm Color LL SD W/Washer (12) Fastener #14 Trim Color h)r Fastener #4 66" Tube sealant 1'-0" O.C. Trim Color }-u x M/Merhr Roof Color t• Tay. RI+eo4 as ?r Rake Rake Lap Rake Cap (On Mod) Rake Cap (Off Mod) Peak Box F42 2" Lap F2350/F953 F953/F2351 F420 c Fastener #1E 1'-4 lube Sealant 2'-0" Tube Sealant 1 - TubeSealant(3) Fastener #4A 1° x-14 x 1 ' (7) Fier f1 ( (9) Fastener #14 }-14 x SD (2) Fastener 9) Fastener 14 Trim Color LL SD W/Washer }-t4 x �" Trim Color W/Washer 2'-0" O.C. LL SD W/Washer (2) Fastener #1 Trim Color Trim-oor Trim Color 2'-0" Tae HW504 d 4�a%te High F1868 ^e can No Soffit Can ,t'.t • Soffit Can No Soffit o; ,1`.1 ' Soffit Flush Can ROts slope Side Rake Low 8J* Cee Low 81" Cee Low 10" Cee Low 10' Cee Low Eave Trim High Side High Side Lap Outside Comer Inside Corner Expansion Cover F2957 F2958,F2959,F2960 F2961 F2962,F2963,F2964 F2955 '� F34 2" Lap Right as Shown Fleld Work High Side 12' Tube Sealant 12" Tube Sealant 1Y Tube Sealant 12' Tube Sealant 9' Tube Sealant C Fostwr f4 V-10' Tube Sealant V-10" Tube Sealant V-10' Tube Sealant 6'-1 HW549 Tube Sealant (7) Fastener #14 (7) Fastener 1114 (7) Fastener 1114 (7) Fastener 1114 (2) Fastener 1114 iv 14 x i" LL SD w/wash (9) Fastener #14 (7) Fastener #14 (9) Fastener 1114 (10) Fastener 1114 Pop Rlvst per lap Pop Rivet per p r x A' Pop Rivet pr Lap r x 6, Pop R%*et per Lap r x a' Pop R1vt per Lap See OBLA1010 for Spacing Fastener 1117A 72-14 x ter Fa•t•n•r f17A Fastener /17A Fastener /17A 12-14 x t Fostsnr /14 36' O.0 W/0 Fastener /4l1 {3) Fastener �4 (4) Fastener /4 (3) Fastener /4 (3) Fastener /4 SD W/ Washer 24' O.C. Top 12-14 x 1r SD 12-14 x 1}" SD so W/ washer 24"O.C. Closure Fastener 1114A }-14 x r SD W/Wahr 4-14 x r" r-14 x r' r-14 x it 1-14 x i" ec 12" o.c. Bottom W/ Washer 2e O.C. W/ washer 24' O.C. Top Fastener 1114 12' O.C. Jr x Jr Pop R1vet If O.C.1-0' O.0 LL SD W/Wother LL SD W/Washer LL SD W/Washer LLS �lrher Trim Color Fastener #14 1Y O.C. Ac 1Y O.C. Bottom Trin Color w/closure mil color Trim Color Trim Color Trim Color Trim Trim Color Trim Color Trim Color Bird Stop Or Rake Gutte p F82 x V-6' Meer Rod° ��t<r Gutter Gutter Gutter Gutter Outside Corner Inside Comer Outside Comer Inside Comer Canopy -No Soffit Canopy-J'.Y,1J" Soffit Canopy -No Soffit Canopy -r.11,11" Soffit Flush Canopy Right as shown Field Work Field Work Field Work High 8r Cee High Sr Cee High 10" Cee High 10" Cee Floating Eave Trim 1'-4' Tube Sealant 1'-10' Tube s.da+t 1'-10" Tube 1'-10" Tube F2965 F2966,F2967,F2968 F2969 F2970.F2971,F2972 F2952 21 Fastener 4 (12) Fostsnr /14 ( fail Sealant Sealant If Tube Sealant 12' Tub* Sealant 12' Tube Sealant 12' Tube Sealant 9' Tube Sealant (2 Fastener #4 -1 Fastener µ }-74 x I' LL SD (13) Fastener #14 (13) Fastener #14 (7) Fastener #14 x (7) Fastener 1114 (7) Fastener 1114 (7) Fastener 1114 Fastener J4A r -14 x r J--14 x i' LL SD W/Washer Trim Color Trim Color Pop Rivet per Lap }• x 1' Pop Most per Lop r x Pop Rivet per Lop r x Jr Pop Rivet per Lap SO w/ Washer 1Y O.C. W/Washer Torn Carr Fastener 1117A 12-14 x tr Fastener 1117A 12-14 x Ii Fastener F17A 12-14 X1. Fostenr 1117A 12-14 x t} (2) Fastener 1114 Trim Color SD W/ Washer 24' O.C. Top So w/ Washer ZCO.C. SD W/ washer 24' O.C. sD W/ Washer 24' O.C. r x Jr POP Rivet v dt 12' O.C. Bottom Fastener #14 1Y o a dr Top 12' o.o. Bottom Fastener 1114 12' O.C. Trim Color Trim Color Trim Color Trim Color Trim Calor Page Page G000005 PBR, PBU, AVP, Vistashadow 0000006 Tape Sealant and Tube Sealant Date RevDate Rev Panel Fasteners TRI -BEAD TAPE SEALER HW504 1 {h" X in X 25'-0" TRIPLE BEAD TAPE SEALER HW502 a" X 21" X 20' -0 - URETHANE TUBE SEALANT HW540 (White) HW541 (Gray) HW542 (Bronze) Note: 25'-0" per Tube at 1/4' Bead FLAT TAPE SEALER HW507 J2" X I" X 50'-0' FLAT TAPE SEALER HW506 :in X 1 " X 45'-0" TAPE SEALER MINOR RIB HW512 p0 ?2'X 111"X4" 2" WIDE X 24 GA. STRAPPING DEKSTRIP 7" WiDE = HW5227 DEKSTRIP 9" WIDE - HW5228 DEKSTRIP 12" WIDE = HW5229 COLOR = Gray • FL470 - 25'-0" Roll SCREWS 2" O.C. MAX. PERIMETER Galvalume Plus Only TAPE SEALANT BOTH SIDES • FL471 - 100'-0" Roll TUBE SEALANT EACH END Galvalume Plus Only TERMINATION STRIP HW5305 EACH a FL569 - 500'-0" Roll END (1" Wide x 4'-0" Long Alum.) Galvalume Plus or White Wash Coat Oct'15 03 TAPE SEALER - SWAGED HW515 f1" X 24" X 6" BattenLok HS SuperLok NON -SKINNING BUTYL TUBE (VAPOR SEALANT) Q� IMP7100 (WHITE) Note: 12'-6" per Tube at 3/8' Bead FLEXIBLE MEMBRANE (EPDM) N • HW520 - 16" x 50'-0" Roll • HW521 - 24" x 50'-0" Roll NOTE: Refer to bill of materials for specific job requirements Wall Fasteners Roof Fasteners Long Life (Optional at Wall) Member Screw Member Screw Fastener #17A Fastener #3 12-14 x 1J' 12-14 x 1r &' Hex Washer Head An Hex Washer Head w/washer w/washer Member Screw Member Screw Optional Optional Fastener #17B Fastener #3A 12-14x1}" 12-14xIr Hex Washer Head An Hex Washer Head w/washer w/washer . .101111 Member Screw Member Screw Optional Optional Fastener #28 Fastener #58 12-14 x 2" 12-14 x 2" ' Hex Washer Head {" Hex Washer Head w/washer w/washer Stitch Screw Stitch Screw Fastener #4A Fastener #4 �-14 x In J--14 x a" A• Hex Washer Head ,' Hex Washer Head w/washer w/washer NOTE: Refer to bill of materials for specific job requirements Mar'171 08 Optional Roof or Wall Fasteners Stainless Steel Cap Member Screw Fastener #3SSBX 12-14 x Ir ' Hex Washer Head w/washer Optional Fastener #3ASSBX 12-14 x 1r Hex Washer Head w/washer Stitch Screw Fastener #4SSBX 1-14xI' An Hex Washer Head w/washer Perimeter Trim Reference PaMBL00008 NOTE: Refer to bill of materials Fasteners 4 BattenLok HS / SuperLok Date Rev for specific job requirements Jun ' 6 R. V Signature Trim Fasteners and Sealants Sep'16 07 FASTENER #271 FASTENER /� FASTENER #228 m� $HIM Sculptured Eave Eave Trim Lap Eave Trim Cap Panel Clip Closure 16 F20 2' Lap F21 Varies HW440 Fastmor #4 (6) Fastener #14 (6) Fastener #14 Panel Clip Screw (5) Fastener #17 8-18 x 1/2" 8 x 5/8' 10 x 1/Y }-14 x 1' LL SD W/Washer 1'-0" Tube Sealant 1'-0" Tube Sealant (2) Per Clip Per Panel Trim Screw Nibbed Driller Grommet Washer Roof COolor 3'-0" Tape Sealant p Fastener 114A }-14 x �' S-0'flO.C. W/Woshr .4 1 L Trim color FASTENER #14 FASTENER #14A FASTENER #226 u Q) 4 Rake Trim End Closure Shp Joint End Ridge Flashing Ridge Closure Closure 12 F2351 _VR F2803 F675 F679 HW446 2'-1" Tape Sealant 10' Tube Sealant 14 x istener w 4 -0 Tube Sealant (4) Fastener #17 1/8` x 3/16" 1/8" x 3/8" 3/16" x 9/16` (2) Fastener #1 (4) Fastener #14 see 0"010 for Spaelq (12) Fastener #4 Per Panel Pop Rivet Pop Rivet Closed End Rivet Trim Color Trim Color (Tr wc J-14 x r' 2'-4' Tape Sealant Stainless Steel Stainless Steel 5-8" lube sealant LL SD W/Washer Trim Color FASTENER #43 FASTENER #43L FASTENER HW399 0 ....... Floating Simple Eave Flat Eave Trim Parapet High Side Transverse Joint Back-up Plate .y F2952 F2955 F326 F270 9' Tube Sealant 2' r Tube sealant V-0' Tube sealant 16" WIDE HW7766 Fastener #4A 1 -1 Tube Sealant (2) F #4 (2) Fastener 114 (2) #14 per Lap 14 x 12' WIDE HW7764 }-14 x i" SD W/Washer #14 3'-0" o.c 14 & 1114 � � (1) Fast neer 1E r LT.P. Member Screw LT.P. Member Screw (Long Life) #6 x 1" Rubber Grommet t'-0" O.C. w Out Closure #14A Fastener /4 14 x t}• LL SD W/Washer (2) Fastener f14 / 1/4`-14 x 1 1/4" 1/4"-14 x 1 1/4' 1/4" Hex Head w/ Washer • '-0" o.c. W Closu 14 x } LL sD W/Wosh P•r l " per 2 Lap / 61 o.c Roof fitembr 2'-0 O.C. 5/16" Hex Washer Head 5/16" Hex Washer Head .. ' Trim Color Trim Color Roof calor Roof Color w/ 1 1/8" O.D. Washer w/ 1 1/8" O.D. Washer g obi FASTENER #44 FASTENER-- 44L FASTENER #35 W 3 0 Termination Trim Parapet Rake Trim Rake Cleat Trim Rake Slide Trim p "i rn F117 F300 F292 F215 g fn 0 L L 1 - Fastener sealant 2'-0' Tube Sealant 4' Tube Sealant �C "0 q) Z O) (2) Fastener 014A Fastener 4A (2 Fastener (1) Fattener f1E }. A .� E Q ;t -u z LL sD w /4 x-14 x o Y (1) Fastener 1E }-14 x 1r" SD W ostler Z O V ULni il-14 x 1r LL SD W/wahr 14 x LL SD w/wash LL SD W/Washer • ao U O W = per p I'-0" O.C. LT.P. Stitch Screw LT.P. Stitch Screw (Long Life) #14 x 1 1/8 O.D. & �- ., ,� >. T°m CLLoPor Raaf Roof Color Trim Color 1/4"-14 x 7/8' 1/4"-14 x 7/8' Bonded Washer 2 U Z m 5/16" Hex Washer Head 5/16` Hex Washer Head Q o O Z o w/ 1 1/8' O.D. Washer w/ 1 1/8' O.D. Washer V a fL Y Page Fasteners G000007 0000009 y BattenLok HS / SuperLok and Double -Lok ! Ultra-Dek Feb'17 R 07 Various Fasteners Nov'1s Rev 1 V Structural Fastener (Fb(e) Roof Member Screw Roof Stitch Screw N O O Fastener 1 Fastener 1E�1 4*- 14 x 1 1 4• Fastener1 Long 4- 14 x 7 8' Fastener C # # / / #4 - / / Fastener #17 i� ,E Q 5/16" Hex Washer Head w/ Washer 5/16` Hex Washer Head w/ Washer 12-14 x 1` SD W/Washer 1-14 x r SD W/O Washer 1/4'-14 x YHex Head IZ 5/16" Hex Washer Head w/ Washer LO "Hex Head 1CA 0 O rn Optional Stainless Steel Optional Stainless Steel Fastener111ESS - 1/4'-14 x 1 1/4' Fastener #4SS - 1/4'-14 x 7/80 0 Ld " M Q W 5/16" Hex Washer Head w/ washer 5/16" Hex Washer Head w/ Washer O W O Z o �� 9�wuuvc::]� V2050 a Fastener #12A � 04 O 3 Structural Fastener (Floating BattenLok/SuperLok BattenLok/SuperLok 12-14 X 1' Pancake SD W/0 Washer ca n Q v `O Panel CijQScrew Panel CIIR Screw Fastener #5 Insulation < - 4" Material < 1/4" Insulation > 4" Material < 1/4' Scale. NOT TO SCALE Fastener #113 Fastener #142 1/4'-14 x 1 1/4` 1/4'-14 x 1 1/4' 1/4-14 x 1 1/2' Driller Drawn by. Shoulder DP2 5/16• Hex Washer Head 5/16" Hex Washer Head 5/16- Hex Washer Head Checked by. Project Engineer.DC gwnf5) %_U ------ I Fastener #55 Fastener #70 Fastener #142 Job Number 15-B-82627 BattenLok/SuperLok Ratt Lo / SuperLok Double-Lok/Ultra-Dek 12-24 x I SD DP5 W/O Washer 12-24 x IF SD DP5 W/O Washer J-14 x 1�" SD W/O Washer re Panel Clip Scw nel Up Screw Panel C1112 Screw 4' Hex Head An Hex Head 4" Hex Head Sheet Number. R19 Of 20 Insulation< -4" Material >-1/4" Insulation > 4' Material > - 1/4" Insulation < -4" Material < 1/4' Fastener 1155 Fastener f7o Fastener #1 The engineer whose seal 1/4'-14 x 1` 12-24 x 1 1/4' DP5 12-24 x 1 1/2' DP5 5/16" Hex Washer Head w/ Washer appears hereon is an employee 5/16' Hex Washer Head 5/16• Hex Washer Head for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and Double-L&A.11tra-Dek Double-Lok/Ultra-Dek Double -Lok pro -D k Fastener #76 Fastener #61 Fastener #1B manufactured by manufacturer Panel Clip Screw Panel CIIR Screw Panel CIIR Screw 12-14 x Y SD W/0 Washer 12-14 x 1r SD W/O Washer 1-.14 x 1r SD W/O Washer only.The undersigned engineer is Insulation > 4" Material < 1/4` Insulation < - 4" Material > - 1/4" Insulation > 4' Material > - 1/4"" Hex Head" Hex Head 4' Hex Head not the overall engineer of Fastener f1F Fastener f67 Fastener #69 record for this project. 1/4"-14 x 1 1/2" Driller 12-24 x 1 1/4' DPS 12-24 x 1 1/2' DP5 5/16" Hex Washer Head w/ Washer 5/16" Hex Washer Head w/ Washer /16• Hex Washer Head w/ Washer I"UMMM1111111111111111-- 51111111111 Dou le-Lek/Ultra-Dek JUN •� 3 7 Panel CI Scre NOTE Refer to bill of Fastener #16 Fastener #46 6 l� materials for s ecific Insulation S 4' Material < 1/4 12-24 x 1} Pancake SD DP5 NOS 1-14 x �" LL ST Type 8 W/Washer Fastener D job requirements W O Washer pR,Q�; � / Refer to Bill of Materials for (} Hex Head 1/4"-14 x 1 1/4` Specific job Requirements << Q 5/16" Hex Washer Head w/ Washer C 6461' EXP, 6/30/201 -H W LO s F1�Gutter N N .L v Varies F616 Liner Angle Trim a� �L. > F1802 4" x 5" Downspout 45' Kicker F11 Gutter End IF292 Rake Cleat i" rl s M F617 Liner Angle Trim .\e5 dot F1806 4" x 5" Downspout Canopy Return 3" r# n F42 Rake Trim Varies F300 Parapet Rake Trim 3j" F620 Starter Trim F2351 Rake Trim End Closure 1" r F49 Soffit Trim N r F406 Base Trim u F675 Expansion Ridge Trim s a] F2901 Low Eave and Rake Trim F82 Termination Trim F420 Peak Box F679 Ridge End I- F2902 Low Eave Spacer and Rake Trim 3" 3" F84 Soffit Peak Trim M s rxV r F481 Framed Opening Head Trim F797 Downspout 3Y �kV LO F2955 Flat Eave Trim F94 Roof Partition Trim 2" 44" r F482 Framed Opening Jamb Trim 3j" loo 1=[y00 r M F801 Inside Corner Trim F2960 Low Eave Cover Trim 9" F117 Termination Trim 2j„ F514 Jamb Trim 3" M F830 Outside Corner Trim F4048 Jamb Filler Trim ;N N IE r 1" F205 Header Trim l s 00 F609 Liner Eave Trim 41" s N F848 Framed Opening Sill Trim r� F215 Rake Slide Trim 31" 11" %1 F614 Liner Trim riN MEl N 81" F981 Channel Closure Trim JUN 1 3 � 1 O?ROF' S A"— .� 9l �- C 6 61:; v m EXP,^' si3o1zo1r GENERAL NOTES r rm C/) , . BUTTE 00` COUNTY I. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS O Q BEFORE STARTING WORK, THE ENGINEER SHALL BE NOTIFIED IN WRITING OF ANY' W DISCREPANCIES. DEVELOPMENT 2. THE CONTRACTOR AGREES THAT HE SHALL ASSUME 50LE AND COMPLETE RESPONSIBILITY FOUNDATION REINFORCED CONCRETE FOR JOB 51TE CONDITIONS DURING THE COURSE OF THE PROJECT, INCLUDING 5AFETY OF ALL SERVICES I. A. THE MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH SHALL BE: PERSONS AND PROPERTY; THAT TH15 REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE I. SOIL DESIGN INFORMATION: FOUNDATIONS/ FOOTINGS 3000 PSI' LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFENID,INDEMNIFY 501L DESIGN PRESSURE: SLAB5 3000 PSI AND HOLD DANIEL J. DOBBIE HARMLESS FROM ANY AND ALL LIABILITY, PAD FOOTINGS 1500 PSF NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED -AS NOTED BELOW REAL OR ALLEGED, EXCEPT FOR LIABILITY ARISING FROM THE 50LE NEGLIGENCE OF 2. BOTTOM OF FOOTINGS SHALL BE AT LEAST 12 INCHES BELOW LOWEST ADJACENT FINISH GRADE. PER 2016 GBG SECTION 1705.3 EXCEPTION I. ISOLATED FOOTINGS < 3 STORIES DANIEL J. DOBBIE. - 3. THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEATTRUE LINE WITH ALL LOOSE AND EXCEPTION 3. FOR NONSTRUCTURAL SLABS ON GRADE 3. THE CONTRACTOR AGREES THAT HE/SHE SHALL NOT DEVIATE FROM THESE DRAYNlINGS ,TO MATERIAL AND STANDING WATER REMOVED BEFOR'iONGRETE IS PLACED. THEREFORE NO SPECIAL INSPECTION OF CONCRETE SHALL BE REQUIRED. WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE ENGINEER. . 4. THE TESTING LAB SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TOTHE ENGINEER S. THE MAXI LUMP SHALL BE 4 INGHE5. 4. ALL OMISSIONS AND/OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE WORKING PRIOR TO REQUESTING FOUNDATION INSPECTION. ALL L005E 501L AND FILL DIRT, INCLUDING C. MIX DESIGNS SHALL BE SUBMITTED FOR ALL CONCRETE WITH REQUIRED R DAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. STRENGTHS GREATER THAN 3000 PSI." MIX DESIGNS SHALL BE PREPARED BY A BACKFILL BEHIND RETAININGWALL5,_5HALL BECOMPACTED TO AT LEAST g096 OF MAXIMUM DENSITY. PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND 5. IF CERTAIN FEATURES OF CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRANIN65 OR SUBMITTED TO THE PROJECT DESIGN PROFESSIONAL FOR REVIEW. GALLED OUT IN THE NOTES OR SPEC IFICATION5, THEN THEIR CONSTRUCTION SHALL BE THE REINFORCING STEEL 2. PORTLAND GEMENT SHALL CONFORM TO A5TM G150, TYPE I OR 11. SAME AS FOR 51MILAR CONDITIONS WHICH ARE SHOWN OR GALLED OUT ON THE DRAWINGS 3. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO A5TM G33. OR SPECIFICATIONS OR A5 DIRECTED BY THE ENGINEER. 6. ALL CONSTRUCTION, INCLUDING MATERIALS AND WORKMANSHIP, SHALL CONFORM TO THE 1. BAR REINFORCING SHALL CONFORM TO A57M A615, INCLUDING SUPPLEMENT 4. ADMIXTURES USED TO INCREASE THE WORKABILITY OF THE CONCRETE SHALL INTERNATIONAL BUILDING CODE 2015 EDITION A5 ADOPTED AND MODIFIED BY THE STATE SI: ALL REINFORCING SHALL BE GRADE 60. NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM GEMENT CONTENT,. 5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE !WITH OF CALIFORNIA IN REFERENCE TO THE 2016 CALIFORNIA BUILDING CODE (GBG). 2. DETAILS FOR REINFORCING SHALL CONFORM WITH GRAFTER 7 OF THE ASTM Cc14. 1. IN AREAS OF EXCAVATION THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL AMERICAN CONCRETE INSTITUTE PUBLICATION 318 -II, UNLESS OTHERWISE 6. MINIMUM CONCRETE COVER (IN INGHE5) FOR REINFORCING STEEL FOR NON- E'\15TING UNDERGROUND UTILITIES BEFORE STARING EXCAVATION. NOTED. PRESTRESSED CONCRETE; 8. THE CONTRACTOR SHALL NOT SCALE THE WORKING DRA4NING5. 3. LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL A. CAST AGAINST AND PERMANENTLY EXP05ED TO EARTH 3" CONFORM TO CHAPTER 12 OF THE LATEST EDITION OF THE AMERICAN B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER CONCRETE INSTITUTE 318. #6 AND LARGER 211. FEGIAL INS`EGT10N 4. VERTICAL BARS IN CONCRETE CON57RUG7ION SHALL BE ACCURATELY #5 AND SMALLER 1 1/2" "POSITIONED AT THE CENTER OF THE WALL, UNLESS OTHERWISE NOTED. 7. SLEEVES, PIPES, AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR I=FCCIAL IN�FrCTION IS REQUIRED FOR THE FOLLOWING TYPES OF WORK IN CONFORMANCE 5. BAR 5UPPORTS SHALL BE PROVIDED A5 SPECIFIED IN THE "MANUAL OF SPREAD FOOTINGS, GRADE BEAMS, OR TIE BEAM5, WITH SC,_'TION I -7C4 CF 7 -HE 2016 EDITION OF THE "CALIFORNIA BUILDING CODE" (GBG): 5TANDARI> PRACTICE" ISSUED BY THE CONCRETE REINFORCING STEEL 8. CONSTRUCTION JOINTS SHALL BE ADEOUATELY KEYED. THEIR LOCATIONS AND i IN ,TALLATiON CF HiGH=TRENGTH BOLTS, INSTALLATION OF BOLTS IN CONCRETE USING STRENGTH DESIGN I - INSTITUTE. DETAILS, WHEN NOT SHOWN ON THE DRAWINGS, SHALL BE SUBJECT TO THE --��- - 6. ALL REIFORGING SHALL SECURELY TIED IN PLACE PRIOR TO PLACING APPROVAL OF THE ENGINEER. 2. TH!~ r0LLCW!N RLOI IREML'NT SHALL BE MET FOR S -C EGIAL INSPECTION: CONCRETE OR GROUT. q. CONCRETE PLACEMENTS SHALL BE CONTINUOUS BETWEEN CONSTRUCTION JOINTS. A THE SFC.:IAL IN=Fr.GTCR SPALL EE UNDER THE SUPERVISION OF� A REGISTERED 7. WELDING OF GROSSING BARS AND TACK WELDING OF REINFORCING SHALL NOT 10. UNLESS OTHERWISE 5HOWN ON THE DRAWINGS, SLABS ON GRADE SHALL BE K'Cu rC_-r I`\AL !✓'vGlir``R' TE BE PERMITD. " CAST IN SQUARE OR RECTANGULAR PATTERNS NOT EXCEEDING 400 SQUARE FEET, W. 7I.-IC-ICr�CIAL IN=�GTCR =HALL OBSERVE Ti -!E WORK ASSIGNED FOR CONFOR'-'ANGE WITH A MAXIIMUM DIMENSION OF 20 FEET BETWEEN CONSTRUCTION WEAKENED 1'N!7H THS Ac'--gOVED DESIE-N DRAWINGS AND 5& ECIFICAT!ON5. PLANE, OR CONSTRUCTION JOINTS. C. T�+!r �E"CCI AL INSF'ECTCR SHALL FURY'SH INSPECTION RI==ORT5 TO THE BUILDING 0- 771CIAL, Thr' CNGINEER. THE ARCHITCGT, A.ND OTHER DESIGNATED PER -SONS. ALL CISCREF'ANGI45 SHALL 5E BROUCHT TO 744E ImMEDIATE ATTENTION OF THE CON7lZAC7O1Z !-Cc, GCRREG T ION; THEN: IF TO Twr_ PROPER DESIGN AU'HORITY AND THE EyUILDNG Cr --FICIAL. C. THE SPECIAL INSQEG,OR SwALL SU15YiTi .A FINAL REPORT SIGNED BY THE REGISTERED PRCFE5510NAL STATING WHETHER THE WORK REQJIRING SPECIAL INSPECTION WA5 IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE A°FLIGABLE WORKMANSWIP PROVI51ON5 OF THE G.B.G. F. SPECIAL INSPECTION APPLICATIONS MJST BE REVIEWED AND APPROVED BY THE ]BUILDING DIVISION PRIOR TO THE ISSUANCE OF A PERMIT. ALL INSPECTION REPORTS SHALL NOTE ANY DISCREPANCIES AND BE FILED WITH THE BUILDING DIVISIION WEEKLY DURING CONSTRUCTION, WHETHER CORRECTED OR NOT. INSPECTOR SHALL MAINTAIN INSPECTION LOGS AT THE JOB SITE FOR REVIEW BY THE BUILDING OFFICIAL OR HIS REPRESENTATIVE. 4. INSPECTION PROGRAM: o.) SPECIAL INSPECTION OF THE HIGH STRENGTH BOLTS SHALL OCCUR DURING BOLT INSTALLATION AT THE ERECTION OF THE STEEL FRAMING. o.) SPECIAL INSPECTION OF THE BOLTS IN CONCRETE SHALL OCCUR AFTER TIEING OF BOLTS IN PLACE, AND PRIOR TO THE POURING OF THE CONCRETE. ANCHOR LEGEND: 4- 3/4" F1554 (GRD. 36) HEADED ANIGHOR RODS W/ '5PB/4' WASHERS AT BOTTOM ® IA 2- 5/8" F1554 (GRD. 36) HEADED ANIGHOR RODS W/ 'BP5/8' WA5HER5 AT BOTTOM ® 1!5 4- 3/4" ANCHOR RODS AT IA,IE,IF$ IS SEE LEGEND ABOVE FOR ANCHOR 1;�E5CRIPTION LL 4- 3/4" d 4- 5/8" ANCHOR RODS AT IG ll SEE LEGEND ABOVE FOR ANCHOR I.)ESGRIPTION Lu �s 8- 3/4" ANCHOR RODS AT I5,ID81H m w SEE LEGEND ABOVE FOR ANCHOR L')E5GRIPTION Q CONTINUE REINF. HAIRPIN TIES PER PLAN Q Q BEYOND THRU OM FTG. v ® SLAB PER PLAN to � DOWELS PER DETAIL 2/1 0 - J WHERE GOLD JOINT OCCURS OPTIONAL GOLD JOINT 14 =Jr I - #5 CONTINUOUS AT BOTTOM ® IA,IB,ICS IF 4 - #5 EACH WAY AT TOP 'd BOTTOM ® IDd IE m i 2 - #4 EACH WAY AT BOTTOM ® IG d 1 H 0 x 5'-0" LONG AT IAd IB x 5-6" LONG AT IG 3'-4" x 5'-0" LONG AT ID 3'-4" x 3'-4" LONG AT IE 1'-0" x 5'-0" LONG AT IF x 2'-0" LONG AT 16 IH SCALE 3/4" = 1'-0" DOWELS @ 24" O.C. REQUIRED WHERE GOLD JO I NT5 OCCUR 6" SLAB PER PLAN -� OPTIONAL GOLD JOINT I - #4 CONT. TOP d BOTTOM 2 SCALE 3/4" PROVIDE SLOPING SURFACE AT ROLL -UP DOORS PER PLAN -IN FOR ITEMS. NOT NOTED SEE DTL 2/1 SCALE 3/4" = 1'-0" 0 fl 12'-0" i „ A j 6 LEG T 11" 2'_0" 21-1" HP TIE Ll -IG IA P') IG 7; -r- L 30° . TYP. i 1- #4 HAIRPIN TIE I TYP- I N I I i iI I I II I II i I 1142 " DEEP SAWGUT CONTROL JOINTS AS 50ON A5 POSSIBLE I WITHOUT SPALLING OCCURRING IF I- --- - m -- - -- - IA n I E I I o 0 � 1 6" GONG. SLAB I m m I I i I W/ #5 ® 18"o.c. EACH WAY TYP I I o IH 3 IB 3 IG cr r l r -�- 1� I .IJ.�'- - - - - ---- - - ----- - - U � L I_ J 3 IG j I I i F FOOTING I 5 10'-0" I' -q" 1'- " q' -O" 2'-0" 1:2'-0" 3'-O" 10'-0" CONTROL FOUNDATION PLAN FOR EXACT SIZE AND LOCATION OF ANCHOR BOLTS SEE ANCHOR BOLT PLAN BY CARGO BUILDING SYSTEMS. M LIU m8 Al aD C Q P SLu Lu ..� 0 m O W- LoC 0 Lop c U- CL I I" 6/23/2017 �OQFtpFESSIpNK SCAU J. p p� <cy V4"=1'-0" UON O Z Q' � oaptivN C 42028 djd * EXP. 03/31/18 * JOB I?023 s'T CWIL SHM �pFCAt1F0�� JUN 2 7 2017 OF SHEETS f w Vi r C/) BUTTE 00` COUNTY O Q JUL 0 5 2011 W DEVELOPMENT W (1�� SERVICES J �. J J � � 5_; PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED j^ } , ^ U� FOR CODE ~%1 CD[APLIAN E DATE . ( , CBY D ^ `, I" 6/23/2017 �OQFtpFESSIpNK SCAU J. p p� <cy V4"=1'-0" UON O Z Q' � oaptivN C 42028 djd * EXP. 03/31/18 * JOB I?023 s'T CWIL SHM �pFCAt1F0�� JUN 2 7 2017 OF SHEETS f w Vi