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Home My WebLink AboutB17-0905 026-230-049DANIEL J. DOBBIEQ Z6 Z30 - aD Professional Engineer, Page 1 . P.O. Box 2156 Job No. 17015 15925 Renee Way Date: May 2017 hone (53 ) 8 3-542 Charlie McCauley Metal Building Foundation FlourPhone (530) 833-5423 OQELoFESs/fib � J. OppYFZ PERMIT s BUTTE COUNTY DEVELOPMENT SERVICES 9! C42028 REVIEWED FOR * EXP. 03/31/18 CODE COMPLIAN * DATE_ CIVIC Of CALIF PROJECT SCOPE: ' PROVIDE STRUCTURAL FOUNDATION ENGINEERING FOR A NEW 45'x 60' METAL BUILDING. USE THE BUILDING 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 USING DEAD PLUS LIVE LOADING. DESIGN THE COLUMN ANCHORAGE PER ACI318-14 CHAPTER 17. DESIGN DATA: CALIFORNIA BUILDING CODE 2016 EDITION CONCRETE COMPRESSIVE STRENGTH (Pc) 3000 PSI CBC TABLE 1808.8.1 FOR SEISMIC DESIGN CATEGORY D CONCRETE DESIGN STRENGTH (Pc) 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 auym - COUNW -JUN #;`,2.,..2017 DEVELOPMENT SERVICES ' DANIEL J. DOBBIE aD Professional Engineer Page 2 P.O. Box 2156 Job No. 17015 15925 Renee Way Date: May 2017 Flournoy, CA 96029 Charlie McCauley Metal Building Foundation Phone (530) 833-5423 . 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) 3000 PSI REINFORCING STRENGTH (Fy) 60 KSI WIDTH OF SECTION (b) 12 IN THICKNESS OF SLAB (t) 6 IN DEPTH OF REINFORCING (d) (t/2) 3 IN WEIGHT OF CONCRETE 0.15 KCF BENDING STRENTH REDUCTION FACTOR (phi) 0.9 LOAD FACTOR FOR WIND 1.6 AREA OF REINFORCING STEEL (As) (#3 @ 18" o. c.) 0.073 IN^2 REINFORCING RATIO (p) = As /(b * d) 0.002028 MOMENT CAUSED BY WEIGHT OF SLAB (Mw). ' 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) .009375*Wr^2 Mw=.15*6/12*Wr^2/8 , MOMENT CAPACITY OF SLAB (Mc): NOMINAL MOMENT CAPACITY OF SLAB (Mn) 12.83 KIP IN • Mn=p*b*d*Fy*(d-.5*p*d/.85*Fy/fc) FIND REQUIRED WIDTH OF SLAB EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 *.009375 * Wr^2 W02 = 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 DANIEL J. DOBBIE ` aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 - Phone (530) 833-5423 0 Page 3 Job No. 17015 Date: May 2017 Charlie McCauley Metal Building Foundation RIGID FRAME COLUMN FOOTING LINE (28.3) AT (A&C) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + C + L) =1.8+.5+5.4 7.7 KIPS HORIZONTAL OUTWARD (Rho) (D + C + L) =.5+.1+1.7 2.3 KIPS VERT UPLIFT (Rvu) (.6(D+C+W)=.6*(.1.8+.5-9.4) -5.2 KIPS HORIZ IN FORCE (Rhi) (.6(D+C+W)=.6*(.2+.1-4.2) -2.3 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SLAT ICOL Wf W FOOTING / SLAB PLAN' FOOTING & SLAB DATA: ' WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.17 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.50 FT WIDTH OF SLAB (Ws) = Wf + 7 9.17 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*(D+C) + .6*(WIND_LONG1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.2 KIPS 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) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) -0.77 FT USE: FOOTING LENGTH (Lf) 3.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.183 KSF BENDING MOMENT IN FOOTING (M) 2.89 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 = 0.2D + 1.6L) /'(D + L) 1.5 ULTIMATE MOMENT (Mu) 4.3 KIP FT REINFORCING STEEL RATIO (p) 0.000108 < pmin USE: REINFORCING STEEL RATIO (p') 0.000144 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.069 INA2 USE: 2 - #4 As = 0.40 INA 2 RIGID FRAME FOOTING 2'- 2" WIDE x 1'- 6" THICK x 3'- 0" LONG LINE (2813) AT (A&C): W/ 2 - #4 CONT AT BOTT. 816" SLAB OVER DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 i Page 4 Job No. 17015 Date: May 2017 ` Charlie McCauley Metal Building Foundation ENDWALL COLUMN FOOTING LINE (1) AT (B) ` MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + C + L) =.8+.2+4.6 5.6 KIPS HORIZONTAL OUTWARD (Rho) (D + C + L) =0+0+0. 0.0 KIPS VERT UPLIFT (Rvu) (.6(D+C+W)=.6*(.8+.2-6.5) -3.3 KIPS HORIZ IN FORCE (Rhi) (.6(D+C+W)=.6*(0+0+3.7) 2.2 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SLAT 7vvEfw FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 1.00 FT THICKNESS OF FOOTING BELOW SLAB (Tf) 1.00 FT WIDTH OF SLAB (Ws) = Wf + 7 8.00 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (ZO: (0.6*(D+C) + .6*(WIND_LONG1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -3.3 KIPS 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) ' REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) -3.87 FT USE: FOOTING LENGTH (Lf) . 5.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.120 KSF BENDING MOMENT IN FOOTING (M) 3.50 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 12.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 5.3 KIP FT REINFORCING STEEL RATIO (p) 0.000627 < pmin USE: REINFORCING STEEL RATIO (p') 0.000836 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.125 INA2 USE: 1 - #4 As = 0.201NA2 ENDWALL FOOTING V- 0" WIDE x V- 0" THICK x 5'- 0" LONG LINE (1) AT (B): W/ 1- #4 EACH WAY AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE Page 4A aD Professional Engineer -. P.O. Box 2156 Job No. 17015 15925 Renee Way Date: May 2017 Flournoy, CA 96029 Charlie McCauley Metal Building Foundation Phone (530) 833-5423 ENDWALL COLUMN FOOTING LINE (4) AT (B) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + C + L) =.8+.2+4.6 5.6 KIPS HORIZONTAL OUTWARD (Rho) (D + C + L) =0+0+0 0.0 KIPS VERT UPLIFT (Rvu) (.6(D+C+W)=.6*(.8+.2-6.5) -3.3 KIPS HORIZ IN FORCE (Rhi) (.6(D+C+W)=.6*(0+0+3.7) 2.2. KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SW ICOL Wf j,i FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF FOOTING (Wf) 2.17 FT - THICKNESS OF FOOTING BELOW SLAB (Tf) 1.00 FT WIDTH OF SLAB (Ws) = Wf +. 7 9.17 FT THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT 011: (0.6*(D+C) + .6*(WIND_LONG1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT.(Zt) = Rvu -3.3 KIPS• 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) REQUIRED LENGTH OF FOOTING (Lfr) (SLAB SUFFICIENT) -4.07 FT USE: FOOTING LENGTH (Lf) 2.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.290 KSF BENDING MOMENT IN FOOTING (M) 1.40 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 12.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 2.1 KIP FT REINFORCING STEEL RATIO (p) 0.000115 < pmin USE: REINFORCING STEEL RATIO (p') 0.000153 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.050 INA2 USE: 2 - #4 As = 0.40 IN"2 - ENDWALL FOOTING 2'- 2" WIDE x 1'- 0" THICK x 2'- 0" LONG LINE (4) AT (BI: W/ 2- #4 EACH WAY AT BOTT. & 6" SLAB OVER 14 DANIEL J. DOBBIE Page 5 aD Professional Engineer P.O. Box 2156 Job No. 17015 15925 Renee Way Date: May 2017 Flournoy, CA 96029 Charlie McCauley Metal Building Foundation Phone (530) 833-5423. CORNER COLUMN FOOTINGS LINES (1&4) AT (A&C) - MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D+C+L)=.5+.1+2.4 3.0 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D+C+L) =0+0+0 0.0 KIPS VERTICAL UPLIFT (Rvu) 0.60*(D+C+W)=.6*(.5+.1-3.3) -1.6 KIPS HORIZONTAL FORCE (Rhi) 0.60*(D+C+W)=.6*(0+0+3.7) 2.2 KIPS ' DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING EDGE OF SLAB • = VUf ' W ' FOOTING / SLAB PLAN FOOTING & SLAB DATA: WEIGHT OF CONCRETE 0.15 KCF WIDTH OF SQUARE FOOTING (Wf) 2.00 FT ' THICKNESS OF SLAB (Ts) 6.00 IN DEAD LOAD RESISTANCE TO UPLIFT (Zt): (0.6*DEAD + WIND) _ REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu • -1.6 KIPS FIND: REQUIRED THICKNESS OF FOOTING (Tf) , WEIGHT OF FOOTING (Zf) = .15 * Wf^2 * Tf - WIDTH OF SQUARE SLAB (Ws) = Wf + 7 F ' 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) -5.63'FT USE: FOOTING THICKNESS (Tf) 1.00 FT , BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 0.750 KSF " BENDING MOMENT IN FOOTING (M) r 0.75 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 5 - 3.5 14.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D.+ 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 1.1 KIP FT . REINFORCING STEEL RATIO (p) 0.000050 < pmin USE: REINFORCING STEEL RATIO (p') 0.000066 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.023 IN^2 USE: 2 - #4 As =.4 IN"2 CORNER COLUMN FTGS 2'- 0" SQUARE x V- 0" THICK LINES (1&4) AT (A&C): W/ 2 - #4 EACH WAY AT BOTTOM & 6" SLAB OVER Eli DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 . Page 6 Job No. 17015 Date: May 2017 Charlie McCauley Metal Building Foundation TYPICAL HAIRPIN TIE DESIGN AT COLUMN ANCHOR ASSEMBLIES DESIGN DATA: LOAD CASE .6*(D+C+WIND_RIGHT1) MAX HOR. THRUST TO BOLTS (Fh) (D+C+L) 2.3 KIPS NUMBER OF HAIRPIN TIES (N) 1 REINFORCING BAR SIZE (S) #4 AREA OF REINFORCING (Ab) 0.20 IN^2 CONCRETE STRENGTH ft) 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') 2.30 KIPS STRENGTH OF REINFORCING STEEL (Fy) 60 KSI ALLOWABLE TENSILE STRESS FACTOR (F) 0.6 LOAD DURATION FACTOR (Cd) 1.00 NORMAL ALLOWABLE TENSILE STRESS TO STEEL (Ft) 36.0 KSI ' ACTUAL TENSILE STRESS TO TIE STEEL (ft) 6.6 KSI OK 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 DEVEL LOPMENT LENGTH (Id): CHOOSE GOVERNING EQUATION PER ACI 12.2.2: 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 12.2.3: 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 12.2.1: 12.00 IN MINIMUM BASIC DEVELOPMENT LENGTH (Id) 21.91 IN - F TYP. HAIRPIN TIES 1 - #4 HAIRPIN TIES W/ 4' - 9" MIN. LEGS AT RIGID FRAME 30 DEGREE MAXIMUM ANGLE FROM FRAME LINE T ANCHORS: 1" MINIMUM CONCRETE COVER AT SLAB DESIGNED ANCHORAGE: 4 - 3/4" F1664 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 3/4" SQ.x.3125" PLATE WASHERS ADEQUATE FOR COMBINED SHEAR S TENSION MINIMUM EDGE DISTANCE =11 1/2" 17.3.3 STRENGTH REDUCTION FACTORS (phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i) TENSION LOADS 0.80 ii) SHEAR LOADS 0.75 c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS 0.85 0.75 ii) TENSION LOADS 0.85 0.75 17.4.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) CAST DANIEL J. DOBBIE aD Professional Engineer Page 7 P.O. Box 2156 Job No. 17015 15925 Renee Way Date: May 2017 Flournoy, CA 96029 Charlie McCauley Metal Building Foundation Phone (530) 833-5423 3/4" RIGID FRAME ANCHOR BOLTS ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION AT LINES (2S3) AT (ASC) .6(D+C+W) 2016 CBC SEC 1901.3 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE S ACI 318-14 CHAPTER 17 SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO BOLT GROUP (Tw 3.2 KIPS DESIGN WIND SHEAR LOAD TO BOLT GROUP (Vw) 2.2 KIPS SEISMIC TENSION LOAD TO BOLT GROUP (Ts) 0.00 KIPS SEISMIC SHEAR TO BOLT GROUP (Vs) 0.00 KIPS WIND ULTIMATE LOAD FACTOR (Fw) = 1.0/0.6 1.67 SEISMIC ULTIMATE LOAD FACTOR (Fs) = 1.0/0.7 1.43 DESIGN FACTORED WIND TENSION LOAD (Tw') = Fw*Tw 5.3 KIPS DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 3.7 KIPS FACTORED SEISMIC TENSION LOAD (Ts') = Fs*Ts 0.00 KIPS FACTORED SEISMIC SHEAR LOAD (Vs') = Fs*Vs 0.00 KIPS DESIGN FACTORED TENSION LOAD (Nua) = Tw' = 5.3 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 3.7 KIPS NUMBER OF ANCHORS IN THE GROUP (n) 4 NOMINAL BOLT TENSILE = (phi*Nn) = (phi*Nsa*n) = 96.7 KIPS >Nua OK NOMINAL CONCRETE TENSILE _ (phi*Nn) = (phi*Ncbg) = 41.9 KIPS >Nua OK NOMINAL BOLT SHEAR = (phi*Vn) = (phi*Vsa*n) = 217.6 KIPS >Vua OK NOMINAL CONCRETE SHEAR = (phi*Vn) = (phi*Vcbg) = 191.2 KIPS >Vua OK COMBINED TENSILE AND SHEAR LOADS 17.6 INTERACTION OF TENSILE AND SHEAR LOADS 17.6.3 SHEAR -TENSION INTERACTION ON BOLT BOLT Nua/(phi*Nsa)+Vua/(phi*Vsa) = 0.07 <1.2 OK 17.6.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nua/(phi*Ncbg)+Vua/(phi*Vcbg) = 0.15 <1.2 OK DESIGNED ANCHORAGE: 4 - 3/4" F1664 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 3/4" SQ.x.3125" PLATE WASHERS ADEQUATE FOR COMBINED SHEAR S TENSION MINIMUM EDGE DISTANCE =11 1/2" 17.3.3 STRENGTH REDUCTION FACTORS (phi) a) DESIGN FOR DUCTILE STEEL ELEMENT i) TENSION LOADS 0.80 ii) SHEAR LOADS 0.75 c) DESIGN FOR CONCRETE FAILURE MODES CONDITION A (ADDD'L REINF) CONDITION B (NO REINF) i) SHEAR LOADS 0.85 0.75 ii) TENSION LOADS 0.85 0.75 17.4.2.2 ARE ANCHORS CAST -IN OR POST INSTALLED? (CAST OR POST) CAST DANIEL J. DOBBIE aD Professional Engineer e 8 Page P.O. Box 2156 Job No. 17015 15925 Renee Way Date: May 2017 Flournoy, CA 96029 Charlie McCauley Metal Building Foundation Phone (530) 833-5423 ANCHOR BOLT DESIGN (STRENGTH METHOD) (CONT.) 17.4.1.1 NOMINAL STRENGTH OF SINGLE ANCHOR IN TENSION (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 55.8 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Anc) Anc = (ca 1+s1+1.5*hef)*(ca2+s2+1.5+hef) 1116 IN^2 EFFECTIVE EMBEDMENT DEPTH (hef) (SEE D.5.2.3) 12 IN BOLT SPACING X AXIS (s1) 3 IN BOLT SPACING Y AXIS (s2) 3 IN DISTANCE BOLTS TO EDGE OF CONCRETE X AXIS (cal) 11.5 IN DISTANCE BOLTS TO EDGE OF CONCRETE Y AXIS (ca2) 16.5 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Anco) Anco = 9*hef^2 1089 IN^2 17.4.2.2 BASIC CONCRETE BREAKOUT STRENGTH (Nb) Nb = kc*(fc)^.5*(hef)^1.5 48.0 KIPS COEFFICIENT FOR CAST-IN ANCHORS (kc) 24 COMPRESSIVE STRENGTH OF CONCRETE ft) 3000 PSI 17.4.2.3 ANCHORS LOCATED < 1.5*hef AT 3 OR MORE SIDES? CHECK: YES USE: EFFECTIVE EMBEDMENT DEPTH (hef) 11.00 IN 17.4.2.4 MODIFICATION FACTOR FOR GROUPS W/ ECCEN. (Yec,N) 1.0 17.4.2.5 MODIFICATION FACTOR FOR EDGE EFFECTS (Yed,N) 0.91 Y AXIS Yed,N = .7+.3*ca1/(1.5*hef) 1.00 X AXIS 17.2.2.6 MODIFICATION FACTOR FOR CRACK ZONE (Yc,N) 1.25 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) Np = 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 72.5 KIPS BUILT-UP GROUT PAD? YES, FACTOR 0.8 1.0 17.5.2 CONCRETE BREAKOUT STRENGTH IN SHEAR 17.5.2.1 NOMINAL CONRETE BREAKOUT STRENGTH (Vcbg) Vcbg = Avc/Avco*Yec,V*Yed,V*Yh,V*Vb 254.9 KIPS PROJECTED CONCRETE FAILURE AREA GROUP OF ANCHORS (Avc) Avc = (2*(1.5*cal)+s1)*ha 900 IN^2 MEMBER FOOTING THICKNESS (ha) 24 IN PROJECTED CONCRETE FAILURE AREA SINGLE ANCHOR (Avco) Avco = 4.5*cal^2 595 IN^2 BASIC CONCRETE BREAKOUT STRENGTH (Vb) Vb = 8*(le/do)^.2*do^.5*fc^.5*cal^1.5 22.4 KIPS CHECK ALTERNATE CONCRETE BREAKOUT STRENGTH (Vb') Vb'= 9*fc^.5*cal^1.5 19.2 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*ca2/(1.5*cal) 1.0 17.5.2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yh,V) 1.4 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www.buttecounty.neVdds www.butte-generalplan.net ADMINISTRATION * BUILDING * PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during construction. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions.. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. •. Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. K:\BUILDING\201 I\Approved forms\Res Green Bldg. forms\Erosion & Sediment Control Measures.doc Lot 1 Lot 2 Storm draln Gravel filled bags with filter fabric House Waddle over night 0000 ❑0013 0000 0000 0000 0000 o0op 0000 0000 Drain Inlet Lot 3 Gravel filled bags or wattles with fitter fabric over grate Waddles all around lot or silt fence (depending on slope) Imbed silt fence min 6 Inch below ground surface Rock cleanoff area Sidewalk Street to be clean and free of any materials from the site I Porta -Potty minimum 50 ft from storm drain i 2016 CALGreen Residential'Mandatory Measures This checklist applies to newly constructed buildings, additions or alterations of existing residential buildings where the addition or alteration increases the building's conditioned area, volume, orsize. The requirements shall only apply to and or within the specific area of the addition or alteration. (2016 CGBSC 301.1.1) ***Note 2016 CGBSC 301.1.1: On and after 11112014, residential buildings undergoing permitted alterations, additions or improvements shall replace noncompliant plumbing fixtures with water - conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of certificate of final completion, certificate of occupancy or final permit approval by the local building department. Feature or Measure Required . st A plan is developed and implemented to manage storm water drainage during construction. CGBSC 4.106.2. ' Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings CGBSC 4.106.3. Provide capability for electric vehicle charging in one and two-family dwellings and in townhouses with attached private garages; and 3 percent of total parking spaces, as specified, for multifamily dwellings. Building meets or exceeds the requirements of the California Building Energy Standards. CGBSC 4.201.1. affil: 1 d 1 F7 BROOKS Water closets. The effective flush volume of all water closets shall not exceed 1.28 gpf. Tank -type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank -type Toilets. Note: The effective flush volume of dual flush toilets is defined as'thecomposite, average flush volume of two reduced flushes and one full flush. - Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125gpf and floor mounted or other urinals shall not exceed 0.5 gpf. Single showerheads. Showerheads shall have a max. flow rate of not more than 2.0 gpm at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. 'EPA WaterSense Specification for Showerheads. Multiple showerheads serving one shower. When a shower is served by more than , one showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not exceed 2.0 gpm at 80 psi, or the shower , shall be designed to allow only one shower outlet to be in operation at a time. Residential lavatory faucets. The max. flow rate of residential lavatory faucets shall not exceed 1.2 gpm at 60 psi. The min. flow rate of residential lavatory faucets shall not be less than 0.8 gpm at 20 psi. ' Metering faucets. Metering faucets when installed in residential buildings shall not- -deliver more than 0.25 gallons per cycle. Kitchen faucets. The max. flow rate of kitchen faucets shall not exceed 1.8 gpm at 60 psi. t Checklists\Green Building - Page 1 of 3 02/10/2017 2016 CALGreen Residential Mandatory Measures Checklist (Cont'd) Feature or Measure Required '{/�� 1—t cfc_'••Y• i 1-. T C '''C —. � - .}... iF'•{ E U -� .,• Y -Y.` i �c�i.. _ ......r.., t tc -`' •ins •4i- _.� $t ..� : . _ • c L�ir'iFrs � 1'�"'�:,-�:L^ r .. r- . k i�"' _ `'�3. � . c - -s ' .! . mt. ^• - , T.i:`::'L'eL`:a11 t - Y.:t` ; Ij � 4 1�, i r::iEtt'�1!i_ a _..... .,.f"cikL1:ic t.�.'jP,;s^' .= New residential' developments with an aggregate landscape area equal to or greater, than 500 sq ft shall comply with one of the following options: 1. A local water efficient landscape ordinance or the current California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), whichever more stringent; or 2. Projects with aggregate landscape areas less than 2,500 sq ft may comply with the MWELO Appendix D Prescriptive Compliance Option. III W1 SURE W, Rodent proofing. Annular spaces around pipes, electric cables, conduits, or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acceptable to the enforcing agency. Recycle and/or salvage for reuse a minimum of 65 percent of the nonhazardous construction and demolition waste in accordance with one of the following: -- 1 -Comply -with a --more stringent -local -construction -and -demolition -waste--------------------- - ---- ---- - - - - management ordinance; or 2. A construction waste management plan, per Section 4.408.2; or 3. A waste management company, per Section 4.408.3; or 4. The waste stream reduction alternative, per Section 4.408.4. O&M Manual: An operation and maintenance manual shall be available in the building at the time of final inspection. Recycling by Occupants: Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible area(s) that serves all buildings on the site and is identified for the depositing, storage and collection of non -hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waste, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. See exception for rural jurisdictions. - + _ Any installed gas fireplace shall be direct -vent sealed -combustion type. Any installed woodstove or pellet stove shall comply with U.S EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. _.L...r .:.< ..... __...i. ...__.. .._.._ " i 1 :tR<: v'tS� _ ... ... :_:: "_.x•'-=•L':JI t 1F �•n C n r 4 .. t �c=-;- LL;: -�� ..-. •Ty :n Ali , Yr •' M': r -1 'L.':. -. ( E _t n,� .... .. L -T.. ( :_. it �S _ } -,:� .. ...;<^....1. .Q.c: T.. _ yY"_:::T G1.-':.��:, Y.: C l._L.... -.-.- ... _.I'—• In -.. ^C :.-...�„_. .^. -: , t �:::-?-1e- .:..�::r..._., ... -:...111"30000' :. ft!:f hT'hl•0 01 uO �•_ l _ J _ t eE:tE...�L�._.. Duct openings and other related air distribution component openings shall be covered during construction. Adhesives, sealants and caulks shall be compliant with VOC and other toxic compound limits Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds shall comply with statewide VOC standards and other requirements. Paints, stains and other coatings shall be compliant with VOC limits. 4.504.2.2 ChecklistslGreen Building Page 2 of 3 02/10/2017 2016 CALGreen Residential Mandatory Measures Checklist (Cont'd) Feature or Measure Required Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic comr)ounds, Carpet and carpet systems shall be compliant with VOC limits. 4.504.3 At least 80% of floor area receiving resilient flooring shall comply with specific VOC criteria. Hardwood plywood, particleboard and medium density fiberboard (MDF) used on interior or exterior of the building shall comply with formaldehyde emission standards. Documentation shall be provided to the City building inspector verifying that compliant used. '�-a(■■,have 11materials 1,1been 2 Concrete Slab Foundations: Vapor retarder and capillary break is installed at slab - on -grade foundations. Moisture content of building materials used in wall and floor framing shall not exceed 19% before enclosure. Moisture content shall be verified in compliance with CGBSC 4.505.3. Indoor Air Quality and Exhaust (4.506) Bathroom exhaust fans shall be ENERGY STAR rated and duc_ ted to terminate outside. Unless functioning as a component of a whole house ventilation system, bathroom exhaust fans must be controlled by a humidity control adjustable between a relative humidity range of 50% - 80%. Duct systems are sized, designed, and equipment is selected using thefollowing methods: I. Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual J-2011 or equivalent. 2. Size duct systems according to ANSI/ACCA 1 Manual D-2014 or equivalent. • 3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S- 2014 or equivalent. •. Vit,!•. '��".•: s �" ` '� 1� � i „� t r ? ti ; � +.? 1. L�� r 4 � 2if . c, a I ffW.-i,7 t z L z HVAC system installers are trained and certified in the proper installation of HVAC systems. Special inspectors employed by the enforcing agency must be qualified and able to demonstrate competence in the discipline they are'inspecting. ;s:,l: 't' :. i.F.iLT'.::r__t„ _:,'S:il• _ y -G :!r ...._ — — _ :;,., .:. r :' a %. f;.;:f;il •..��" lir • �; ., '. . "_t� _ e<: '3.'.x.!1, h�!lv;,'?fli;� i^w". •'�� _ .r...!EcCc:f, c ,..�::Uer�'fi,�a�io.hs ({03) ,. :�'...-��-�,a. • nzt4:�: , _ �;; f�.: :•::::i:8r:_.r.:a:.:::::.._�... . ..r:.,_ I!i . '. {r . c�?•: r. r.. , _ , . c�sr . - . . _ flr- c i�IL ... — _ _ j, V..''E},!Li?-`��Fs..: '. c+zrr,,rc�cu^r{'c': F.1`.r�.+_..'r� .L.�. ;,.; �-,+:?' Ti -W '+`4 � ,v ,.,.:.r_•.,<�� Verification of compliance with this code may include construction documents, plans specifications builder or installer certification, inspection reports, or other. methods acceptable to the enforcing agency, which show substantial conformance. Checklists\Green Building Page 3 of 3 02/10/2017 J Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7b01 Permit Center Phone (530)538-6861 Fax(530)538-7785 SITE PLAN Assessor's Parcel Number: ©- ® C(7 -- M ® 0 -- ® ® '® Permit #: Owner Name: C1V4k4C_5 /�'I 07U&e Address/ Phone: X460 40u",S Ok6tl ZLC 5' �(� 2.- -Site Location: Contact Name. � /�Z� 66 ,.. .. ... .... ...... �Page 1 of 1 L. FORM NO DBP -3 10 02() �( (:j9 Scale 1" _ eZO o�,uTrF e . o Phone: � 36-J 70 - 3 7.5 ecou� two le - C ,�� VrId HIIS TIV.�IHAO fiS — --- — ----- samun SICICfl Al('d3d,)8d 31rid -(;;)]3L (3"! 7751kl G3HS 0 3 H S (3') S #0 H (3 �33H' 3' ): ri I -p I r. rMOL 77 /M 310ul-7•, (3 .n tl Ti jTj fc, ci -- — ------------------- 'N".3y tat 7- PI I M A`,/ 12, 2 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE_/ � BY W17GO127A CHARLEY MCCAULEY ELITE STEEL BUILDING SYSTEMS AMERICAN BUILDINGS A PYL.iCGFZ COMPANY 1. THE METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBILITY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE 3. FOUNDATION MUST BE DESIGNED FOR THE APPUCABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 4. REINFORCING BARS, WIRE MESH, ANCHOR ROD SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR OTHER DEPENDABLE MEANS. S. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 61NCHES BELOW THE LOCAL FROST UNE. 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WADS AND SLAB, AS SPECIFIED BY THE FOUNDATION DESIGNER. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR RODS SHALL BE ACCURATELY SET TO A TOLERANCE +/- 1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A +/-1/8 INCH TOLERANCE B. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2.500 P.S.I. AT 26 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR RODS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. - 10. ANCHOR RODS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 11. THE EMBEDMENT OF THE ANCHOR RODS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR ROD EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 12. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 OR EQUAL IN ORDER TO CONFORM TO THE METAL BUILDING SUPPLIER'S DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. 13. ANCHOR ROD DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE ANCHOR BOLT PLAN. ANCHOR RODS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36, ASTM A 572 GRADE 50 OR 55, OR ASTM A 992. STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: A. ASTM A 1011 SS, GRADE SS B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1 C ASTM A 572 GRADE 55 D. ASTM A 529 GRADE 55 STEEL FOR ENDWALL "C" SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE 55, OR HSLAS, GRADE 55, CLASS 1. STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 500 GRADE B, 42 KSI. SECONDARY FRAMING STEEL STEEL USED TO FORM PURLINS, GIRTS, SAVE STRUTS AND "C" SECTIONS SHALL CONFORM TO ASTM A1011 SS, GRADE 55, OR HSLAS GRADE 55, CLASS 1, OR IF GALVANIZED SHALL CONFORM TO ASTM A653 SS, GRADE 55, G90 OR HSLAS, GRADE 55, CUSS 1, G90. ROOF AND WALL PANEL MATERIAL EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. _ PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 1. MATERIAL MAY BE EITHER 24 OR 22 GAGE PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 80, CLASS 1 OR CLASS 2, OR HSLAS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 1 OR CLASS 3, MATERIAL MAY BE EITHER 24 OR 22 GAGE. BRACE MATERIALS: BRACE CABLES: ASTM A 475,7 -STRAND EHS WIRE CABLE BC4 = 1/4" DtA(7mm) BCS = 5/16" DIA.(8mm) BC6 = 3/8" DIA.(IDmm) BCS = 1/2" DIA(13mm) ' BRACE RODS: ASTM A 572,'50 KSI (UPSET THREADS) BRS = 5/8" DIA.(16mm) BR6 = 3/4" DIA.(20mm) BR7 = 7/8" DIA.(23mm) BR8 =1" DIA.(26mm) OR ASTM A 529, 50 KSI (CUT THREADS) BR9 = 11/8" DIA.(29mm) BRIO = 1114" DIA.(32mm) BR31= 1 3/8" DIA.(35mm) BR12 = 11/2" DIA.(39mm) STRUCTURAL PRIMER NOTE: "SHOP COAT PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING DURING TRANSPORTATION TO THE JOBSITE AND FOR NOT MORE THAN 45 DAYS FROM THE APPLICATION. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE OR THE DURABILITY AND CORROSION RESISTANCE OF AFIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING SUPPLIER.. ABC IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM NEITHER ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING." "AS A MINIMUM AND SECONDARY TO MORE STRENUOUS JOB SPECIFIC REQUIREMENTS, PROJECTS LOCATED IN CANADA MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN SECTION 29.7 OF SPECIFICATION 516.01 AND PROJECTS IN OTHER LOCATIONS MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN THE LATEST EDITION OF THE METAL BUILDING SYSTEMS MANUAL PUBLISHED BY THE MBMA." -CONSTRUCTION BRACING NOTE: - TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEW ORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION IS TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED RESULTING FROM WIND AND OR SEISMIC ACTIVITY AND AGAINST THE LOADS RESULTING FROM THE ERECTION OPERATION. ERECTOR NOTE , FIELD WORK (TRIMMING, DRILLING, WELDING, ETC.) MAY BE REQ'D FOR CERTAIN CONDITIONS. ABC WILL NOT BE LIABLE FOR ADDITIONAL ERECTION COSTS DUE TO THIS WORK CONDITIONS EFFECTED MAY INCLUDE (BUT ARE NOT LIMITED TO): ALL SHEETING PANELS LESS THAN V0 IN LENGTH WILL HAVE TO BE FIELD CLEF FROM PANELS PROVIDED AS NOTED ON ERECTION DWGS, SOME PORTAL FRAME KNEE BRACES REQUIRE FIELD WELDING OR DRILLING FOR CONNECTION AT RAFTER, FLUSH GIRT/PURUN CONDITIONS MAY NEED TO BE SLOTTED TO ACCOMMODATE X -BRACING, -KICKER" BRACES AT OPEN ENDWALLS MAY REQUIRE FIELD DRILLED HOLES AT CONNECTION TO PURLINS, ANGLE X -BRACING MAY REQUIRE FIELD WELDING AT THE COLUMN BASE, ALL JOBS WITH JOISTS WILL LIKELY REQUIRE SOME FIELD WELDING (REGARDLESS OF BOLTED CONNECTIONS) / REVISION JT / I MO 104/271201 ABC -A TLANTIC DIVISION ABC - SOUTH DIVISION 6115 COCA COLA BLVD. 1150 STATE DOCKS RD COLUMBUS, GA 31909 EUFAULA, AL 36027 PHONE: (706) 562-8020 PHONE: (334) 687-2032 FAX: (706)562-8017 FAX: (334) 688-2200 ABC - MIDWEST DIVISION ABC - WEST DIVISION 901 WEST MAIN STREET 2260 TENAYA DRIVE EL PASO, IL 61738 MODESTO, CA 95354 PHONE: (309) 527-1500 PHONE: (209) 236-0580 FAX: (309) 527.1522 FAX: (209) 236-0588 TAKING CARE OF OUR CUSTOMERS FOR FIELD ISSUES CALL GREG SANTUCCI (775)887-2931 Greg.Santucci@,AmericanBuildings.com THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY FOR THE "REFERENCED BUILDING HAVE BEEN DESIGNED IN OUR MODESTO, CA OFFICE FOR FABRICATION IN OUR CARSON CITY, NV PLANT. IN ADDITION TO THE DEAD LOAD (D) OF THE BUILDING COMPONENTS, THE MEMBERS ARE DESIGNED ON THE FOLLOWING DESIGN BASIS: - COLLATERALLOAD(C) 1 psf On Roof Members 1 pat On Supporting Frames ' ROOF LIVE LOAD (Lr) 20 pat on Roof Members With Reduction On Supporting Frames As Permitted By Code SNOW LOAD (S) 0 psf Roof Snow Load , Roof Exposure Condition = Fully Exposed , Thermal Condition = Unheated and open air SWctures - 0 psf Ground Snow Load Thermal Factor= 1.2 " Snow Exposure Factor = 0.9 - Snow Importance Factor = 1.0 WIND LOAD (W) Exposure (Surface Roughness) Category = C 110 mph Ultimate Design Wind Speed (3 -second gust) 85.21 mph Nominal Design Wind Speed (3-semnd gust) - 72 mph Serviceability Design Wind Speed (3 -second gust) Enclosure Classification = Enobsed Buildings Internal Pressure Coefficients =+0.18 and.0.18 Design Pressure for Wall Components and Cladding = +25.08 psf and -33.44 psf SEISMIC LOAD (E) Equivalent Lateral Force Procedure ' 625 %g 0.2s Short Period Spectral Response Acceleration S(s) - 26.1 %g 1.0s Spectral Response Acceleration S(1) She Classification = D Seismic Importance Factor = 1.0 ' Seismic Design Category = D Seismic Design Short Period Acceleration, Sds = 0.542g Seismic Design 1 Sec Period Acceleration, Sd1 = 0.327g - R(X-Bradng) = 3.25 R(Rigid Frame) = 3.50 State = Cardomia - County =Butte Risk Category of Building = II. All buildings and other structures except those listed in Risk Categories 1, III, and IV NOTES: 1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD. 2. ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS CIA FOR GROUP It MATERIAL GREATER THAN OR EQUAL 0.125 THICK OR TABLE 1.21N AWS D1.3 FOR MATERIAL LESS THAN 0.125 THICK AND ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI. AMERICAN BUILDINGS COMPANY SERVICEABILITY STANDARDS (2006 MBMA MANUAL CRITERIA) WILL BE USED FOR DESIGN AND FABRICATION OF YOUR ORDER. THE ABOVE DESIGN LOADS ARE APPLIED IN ACCORDANCE WITH THE 2015 INTERNATIONAL BUILDING CODE. THE DESIGN IS IN GENERAL ACCORDANCE WITH 2010 AISC 360.10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND 2012 AISI NASPEC NORTH AMERICAN COLD -FORMED STEEL SPECIFICATION. THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS, TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED, ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH AMERICAN BUILDINGS COMPANYS "GENERAL ERECTION GUIDE' AND THE JOB ERECTION DRAWINGS. , THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. 1. UNIFORM BUILDING CODE (ICBG). #FA -285 -CARSON CITY, NEVADA PLANT. CHARLEY MCCAULEY 2660 LOUIS AVE OROVILLE, CA 95966 ELITE STEEL BUILDING SYSTEMS SHEET NUMBER STATUS DATE REV. NO. C-1 FOR PERMITS ONLY 04/27/17 0 C-2 FOR PERMITS ONLY 04/27/17 0 AB -1 - A13-2 FOR PERMITS ONLY 04/27/17 0 E-01 - E-12 FOR PERMITS ONLY 04/27/17 0 SED -000 - SED -018 FOR PERMITS ONLY 04/27/17 0 THE REGISTERED PROFESSIONAL ENGINEER WHOSE SEAL APPEARS ON THESE DRAWINGS IS EMPLOYED BY THE MANUFACTURER AND DOES NOT SERVE AS OR REPRESENT THE - PROJECT ENGINEER OF RECORD AND SHALL NOT BE CONSIDERED AS SUCH. NOTES: It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. DRAWING STATUS: FOR PERMITS ONLY JOB NUMBER: SHEET: W17GO127A IC -1 QROFESS ENGWEERWHOSESEALnRVERRS Z oN IMDIWWINGSISEMPIDYED armE~RHu„RER C 71338 Irn -DoDESNor SERVERS oR RERRESExr EHE.0na ENGINEER OF REODRO PHDSnOLL EXP 12-31-201� Ho eE ODNSiDEREDAS 5UO1. * - ��. C I.V 1 AMMCA_N ' BUMDINGS MBMR _, qrF OF CAL\F�� IISTRUCTURAL STEEL COLORS PRIMARY: RED ROOF PANELS TYPE: L3P GAGE: 26 COLOR: ALCT WEATHERTIGHTNESS WARRANTY: NA UL 90 CERTIFICATION: NA FACTORY MUTUAL CERTIFICATION: NA WALL INSULATION SECONDARY: GALV TYPE: STANDARD LAMINATED FIBERGLASS BY ABC: NO THK. OVER GIRT: 4" (3". 4", OR 6" ONLY) FACING TYPE: FACING COLOR: STARTER ROLL WIDTH: TYPICAL ROLL WIDTH: ROOF INSULATION LENGTH TYPE: SINGLE - BY ABC: NO THK. OVER PURLIN: 4" (3", 4", OR 6" ONLY) - BEARING PLATE: NO THERMAL BLOCK: NO BY ABC?: NO FACING TYPE: FACING COLOR: STARTER ROLL WIDTH: TYPICAL ROLL WIDTH SPACER STRIP: , NO (LOC -SEAM OR STANDING SEAM W/O INSULATION) IKD,STD ROOF LINE TRIM WHITE FSW SAVE: SIMPLE COLOR: SB ICE AND SNOW: NO RIDGE FLASHING: DIE FORMED FG = DOWNSPOUT CONDITION: NA COLOR: NA BSW EAVE: SIMPLE COLOR: SB ICE AND SNOW: NO LEW RAKE: FIXED COLOR: SB REW RAKE FIXED COLOR: SB ROOF FRAMED OPENINGS WIDTH LENGTH I QUANTITY WEIGHT I ROOF CURB N/A CLOSER L 13070 jKD,STD LHI SIZES OF ROOF CURBS ARE INSIDE TO INSIDE DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS COMPANY. DO NOT CUT PURLINS UNLESS SPECIFIED BY CERTIFIED ENGINEER. MAX LOAD FOR STANDARD ROOF CURB FRAMING IS 3000$. THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURB MUST BE CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. ROOF TRANSLUCENT PANELS / INTEGRATED PRISMATIC SKYLIGHTS PLANE INSULATED QUANTITY CENTERED I N/A ROOF CURB MOUNTED SKYLIGHTS PLANE SIZE COLOR QUANTITY CENTERED BAY NO N/A ROOF VENTS TYPE QUANTITY RUN TYPE COLOR N/A PIPE JACKS SIZE OUANTrTY N/A WALL PANELS TYPE: L3P GAGE: 26 COLOR: SB WALL CORNER TRIM COLOR: SB BASE TRIM CONDITION TYPE: BASE ANGLE TRIM COLOR: BRSL WALL FRAMED OPENINGS ALL ID WIDTH I HEIGHT I QUANTITY I SILL FM COVER TRIM I F.0 TRIM COLOR WALL LINER PANEL INFORMATION CEILING LINER PANEL INFORMATION CEILING PANEL COVERAGE PANEL INFORMATIO N/A PARTITION WALL / DRAFT CURTAIN WALL ID DIRECTION LOCATION LENGTH PANEL INFORMATION N/A LOCATION ON A LONGITUDINAL WALL IS FROM FSW. LOCATION ON A TRANSVERSE WALL IS FROM THE LEW. WALK DOORS CORNER AND FRAMING LINER TRIM PROVIDED BY ABC; CAP TRIM NOT INCLUDED UNLESS NOTED. LOCATION IS FROM THE LEFT STEEL WALL. OUANTITY SIZE I TYPE SWING COLOR GLASS LOCKSET CLOSER L 13070 jKD,STD LHI WHITE NONE LEVER LOCK NO T 13070 IKD,STD RHI WHITE NONE LEVER LOCK NO FG = FOX GRAY TBS TO BE SELECTED MISC FINISH (25 yr wty) HG HUNTER GREEN GM = GALVALUME (ALCT) PVDF FINISHES (35 yr wty) AY - GALVALUME PLUS (AYCT) DB DARK BRONZE SU = SURRY BEIGE WALK DOORS/WINDOWS EG = PASTD- PRE -ASSEMBLED STANDARD PAPREM= PRE -ASSEMBLED PREMIUM PAWR= PRE -ASSEMBLED WIND RATED KD,STD= KNOCKDOWN STANDARD KD.PREM= KNOCKDOWN PREMIUM KD,WR- KNOCKDOWN WIND RATED RHO -RIGHT HAND OUT RHI=RIGHT HAND IN LHO=LEFT HAND OUT LHI=LEFT HAND IN STD= STANDARD (SOLID) VLI=VISION LIGHT (INSULATED) VLT= VISION LIGHT (UN -INSULATED) VLGL =VISION LIGHT (LAMINATED GLASS PA) HGI=HALF GLASS (INSULATED) HGT= HALF GLASS (UN -INSULATED) HGLG-HALF GLASS (LAMINATED GLASS PA) NCI -NARROW GLASS (INSULATED) NGT= NARROW GLASS (UN -INSULATED) NGLG=NARROW CLASS (LAMINATED GLASS PA) DWN: / CKD: I ENGRI DATE WINDOW S12E QUANTITY COLOR WINDOW ELEVATION N/A WALL LITES ALL IDI PROFILE1 LENGTH I BAND I BAND AT EAVq BAND LEN07H QUANTITY I SILL HT LEW N/A REW N/A FSW N/A BSW N/A CANOPY [WALL IDI TYPE I PROJECTION I CLEAR HILOCATION I SOFFIT PANELI FACE PANELI INSULATION I LEW N/A REW N/A FSW N/A BSW N/A LOCATION IS FROM LEFT STEEL LINE (LEFT CORNER) OF WALL CANOPY IS LOCATED ON. FASCIA ALL IDI TYPE I PROJECTION I CLEAR HTI LINEAL FEET FACE PANE BACK PANE SOFFIT PANEL LEW N/A REW N/A FSW N/A BSW N/A RAKE/ EAVE EXTENSIONS (OVERHANG) WALL 101 TYPE I PROJECTION LINEAL FT SOFFIT PANE INSULATION LEW N/A REW N/A FSW N/A BSW N/A PARAPET WALL WALL IDI TYPE I PROJECTION I LINEAL FTISOFFIT PANEy INSULATION LEW N/A REW N/A FSW N/A BSW N/A CHARLEY MCCALILEY 2660 LOUIS AVE OROVRIE, CA 95966 ELITE STEEL BUILDING SYSTEMS DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 JOB NUMBER SHEET: W 17GO 1270 [C-2 SPECIAL NOTES MISCELLANEOUS MATERIAL N/A ABC STANDARD COLOR CODES FRAMING COLORS SILICON POLYESTER (SP) FINISH (25 yr wty) RP = RED AS AZTEC BLUE PW = POLPR WH GP = GRAY BR = BRICK RED SB SAGEBRUSH TAN CZ = GALVANIZED BS BURNISHED SLATE SS = SAND STONE BK = NO PAINT FG = FOX GRAY TBS TO BE SELECTED MISC FINISH (25 yr wty) HG HUNTER GREEN GM = GALVALUME (ALCT) PVDF FINISHES (35 yr wty) AY - GALVALUME PLUS (AYCT) DB DARK BRONZE SU = SURRY BEIGE WALK DOORS/WINDOWS EG = EVERGREEN TC = TERRA COTTA = BLK BLACK BLK= RO = RW = ROYAL BLUE WW = REGAL WHITE TBK = WARM WHITE TO BE SELECTED WHITE WHTBZ SG = SLATE GRAY BRONZE APR 2 8 20 ISp/ON` TxE RED6TFAED RRaREnvoxa C'0((/ONTHESE DRA.N 5 EMRtOTED ��4xi y BTTxE NYUNFnETURE0. ANDDOE wn w C 71338 m SERVERS . OR 0.E➢0.ESENT THE PROIECI FNWNEER DF REo]NDAND SHNL EXP 12-31.2011" xOf RE Db1ADEREDRSSDOE ANUKAN BUI LMCS qrF OF F'o? .�;TN+Itr CMLL MB'MR ANCHOR BOLT TABLE SIZE QTY 3/4 40 E ERECTION NOTE!!! - 1. FINISHED FLOOR ELEVATION = 100'-0" T 2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED. 5 1/2 i 19'-6 1/2 20'-0 191-0 BP01-A BP03-A BP03-A BP01-B BP02-A -) 511211 I O' m o T W L) N m m - BP02-B� C 111/2 .BRACED BAY BP03-B BP03 B I I _ 20'-0 I O O I ! I I 1 � N - 511211 I O' m o T W L) N m m - BP02-B� C 111/2 7 BP03-B BP03 B BP01-D _ 20'-0 I O O 60'-0 APR 2821 ANCHOR BOLT PLAN' O QFtOF S/ - / ! o�7 TIE REG6TERED PROEES4 ENCU RwNOSE SEAL ARREARS P �� . • WING ONTIESEDMMEMVIOYED W ; R..NER� FAM' C 713.38 m . . - AND W S NW SERVE AS � . � ' oR RERRExNrnIE PROIECf ENGINEER OFPXWWA"PT EXP 12-31-204 NOf BF CDNSNEREDAS SUDI y, y, CHARLEY MCCALILEY DRAWING STATUS: FOR PERMITS ONLY 2660 LOUIS AVE %' C I V I OROVLLL F- CA 95966 SOFTWARE VERSIONS DESIGN: JOB NUMBER MSA 47.3 BIM: v20.6 SHEET: AMEMIG�V BURDLNGS OF CAi.X ` DWN:/CKD: ENGR DATE ELITE STEEL BUILDING SYSTEMS , vuu+ W17GO127A AB -1 M MR - 7 BP03-A 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION STEEL LINE N � i I I m m 1.1/2 1 1/2 BP01-B 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION STEEL LINE N 00 BP01-A 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION C 51/2 V (kips) I W V (kips) I STEEL LINE (kips) Z +0.5 - oDJ J ' Z J N W W +0.2 1112 I N +0.1 NA 1 el +4.5 N r +2.4 NA En -3.2 -6.5 1 1/2 1 1/2 -3.3 1 6 1 BP03-A 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION STEEL LINE N � i I I m m 1.1/2 1 1/2 BP01-B 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION STEEL LINE N 00 CONDITION A B C V (kips) V (kips) I H2 (kips) V (kips) W (kips) N +0.5 - NA NA +0.5 Z J C � +0.2 NA N +0.1 NA J W F el +4.5 NA r +2.4 NA En -3.2 -6.5 -3.7 w -3.3 -3.7 W 11/21 1 11 1/2 to to to to to BP03-B +3.3 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION +a.0 �^a +3.7 11121 I 11112 • -1.8 -2.0 W -1.8 N E. +0.2 to to NA to to +4.2 +8.3 +1.8 +2.0 -0.7 +1.8 m E' t+f 1 12 I r � N to + STEEL LINE ERECTION NOTEM 1. FINISHED FLOOR ELEVATION = 100'-0" 2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0" EXCEPT AS NOTED. ERECTION NOTEM ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE PROJECTION OF 1 INCH. ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16 INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS' BE FLUSH WITH OR ABOVE THE TOP OF THE NUT. ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT, DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION. NO RELEASE / REVISION I DWN• / CKD FNnRI DATE &Q01 RFI PCCF BP01-C 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION 1 1/2 1 1/2 LU -j N J J N w 1t nD 11/21 N I 1 m I I - 5112 STEEL LINE H1 1 H2 y A B C BP01-D 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION 1112 111/2 N . N M oD Z N J � J W W H 1 1/2 En N a7 STEEL LINE i1'-00 LOADING FRAME LINE 1 CONDITION A B C V (kips) V (kips) Ht (kips) H2 (kips) V (kips) H1 (kips) (kips) D +0.5 +0.8 NA NA +0.5 - NA C +0.1 +0.2 NA NA +0.1 NA L +2.4 +4.5 NA NA +2.4 NA NA -3.2 -6.5 -3.7 -4.4 -3.3 -3.7 W to to to to to to +0.2 +3.3 +3.7 +a.0 +3.3 +3.7 -4.2 • -1.8 -2.0 W -1.8 -2.0 E. +0.2 to to NA to to +4.2 +8.3 +1.8 +2.0 -0.7 +1.8 +2.0 e oaseo on Ullimote Design Wind SDeed antl are unlactored. 'Earthquake reactions do not include any amplifications for -strength which may or may not be required in the design of column anchorage and foundation by others. Hl - horizonlol force in the plane of frame H2 = horizonlol torte perpendicular to the plane of frame Hl H2 V A B C CHARLEY MCCAULEY 2660 LOUIS AVE OROVILLE, CA 95966 ELITE STEEL BUILDING SYSTEMS BP02-A 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION 1'-0 1/2 REACTION SCHEMATICS H1 H2 i A C V ID: W17GO127A01A T 3/8 PLATE - 3/4 AB - 3" READ. PROJECTION i 111/2 1 I 6 3 31/2 8 N 7 + J T U) W 1'-01/2 �� N LOADING FRAME LINES 2-3 CONDITION A C V H1 V Hl H2 V (kips) H1 (kips) (kips) (kips) (kips) (kips) (kips) D +1.8 +0.5 +1.8 -0.5 NA C +0.5 +0.1 +0.5 -0.1 NA L +5.4 +1.7 +5.4 -1.7 NA -3.3 -6.6 -4.2 -4.0 -0.5 -3.7 W -9.4 to -9.4 to NA to +0.5 +3.3 +4.2 +4.4 +3.3 +3.7 -4.2 -0.5 -8.3 W -9.4 to -16.1 to to of X broce0 bo s NA +0.5 to +4.2 +8.3 -0.5 -0.7 -0.5 -0.7 E' to t0 to to NA +0.5 +0.7 +0.5 +0.7 -0.5 -0.7 -3.7 -0.7 -4.4 r(,I to to to to to braced boys) +0.5 +0.7 +3.7 +0.7 +4.4 sea on Ultimate Designs Wind Speed and 1Care unloctored 'Earthquake reaction, do not include any omplificolions for overstrength which may or may not be required in the Design of column anchoroge and foundation by others. H7 = horizontal lance in the plane of Irome N2 = horizonlol force perpendicular to the plane of frame LOADING FRAME LINE 4 CONDITION A e C V (kips) V (kips) H1 (kips) H2 (kips) V (kips) H1 (kips) D +0.5 +0.8 NA NA +0.5 NA C +0.1 +0.2 NA NA +0.1 NA L +2.4 +4.6 NA NA +2.4 NA -3.3 -6.6 -3.7 -4.0 -3.3 -3.7 W to to la to to to +0.2 +3.3 +3.7 +4.4 +3.3 +3.7 -1.8 -2.0 -1.8 -2.0 E' +0.2 to to NA to to +1.8 +2.0 on Ullimote Design Wnd Speed and soreW nfodored s u 'Earthquake reactions do not include any amplifications for overstrength which may or may not be required in the design of column anchorage and foundation by others. Hl horizontal force in the plane of frame H2 = horizontal force perpendicular to the plane of frame DRAWING STATUS: FOR PERMITS ONLY JOB NUMBER SHEET: W17GO127A AB -2 THE REGMIM PROFES90NAE MWER WHOSE S APPEARS ONTHESE pMMNGS a EMRpt'ED snT EMANUFACTURER AND ODES Not SERVE AS OR REPRFSEM THE MMECT ENGINEER OF REMRD ANDSNALL NOT BE (aN$IDERFD AS S W l ETsu¢nFaosr� tlM6.MR E APR 2 8 QROF E lOk9 l OR � �c• P c C 71338 9 r EXP 12-31-201' e srgr cry lI - OF CAL - l 0 5 1/2 i 19'-0 1/2 cro oro © -4- 60'-0 CD 20'-0 —A Grd -F © -T- 19'-6 T OWN: / CKD: I ENGRI DATE JT / I MID I 04/27/2017 19'-6 1/2 I 20'-0 0 60'-0 PRIMARY FRAMING SHAKEOUT PLAN CHARLEY MCCAULEY 2660 LOUIS AVE OROVILLE, CA 95966 ELITE STEEL BUILDING SYSTEMS -0 E12 4 ?C3 m N N 0 APR B 8 2411 0 5 1/2 i 19'-0 1/2 cro oro © -4- 60'-0 CD 20'-0 —A Grd -F © -T- 19'-6 T OWN: / CKD: I ENGRI DATE JT / I MID I 04/27/2017 19'-6 1/2 I 20'-0 0 60'-0 PRIMARY FRAMING SHAKEOUT PLAN CHARLEY MCCAULEY 2660 LOUIS AVE OROVILLE, CA 95966 ELITE STEEL BUILDING SYSTEMS -0 E12 4 ?C3 m N N 0 APR B 8 2411 . THE REc6TEneu vaaEswwu ExG R WMOSE SEAL APPEARS PP - OR T mDRAVO 6 EWPIOTED w BYTRE" AMRER A WESROESERVEAS C 71338 m OAREERESEMT EP EM EIIWNEEROEREm -D5 EXP 12-31-204 NOf BE fDNLDEREDAS SIWt 1 lC DRAWING STATUS: . FOR PERMITS ONLY CIVILSOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 A).AMCLV gLapTN JOB NUMBER: SHEET: CA,0 W17GO127A E-01 MMMR 1'-6 1� IB -4 I I13-4 THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE ANDOR GIRT STRUT MEMBERS. REFER TO THE ~ ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. 12 22'f 15/16 21'•3 3@5'-0 SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (4) 1/2 X 1 "1/4 A32ST 16-69/15. 6" X 1/4 WA B (4)1/2 X 1 1/4 A325T- (8) 1/2 X 2" 6"X.1/4 6" X 1/4 C (4) 1/2 X 1 1/4 A325T 16-69116 6" X 1/4 N/A 1'-6 1� IB -4 I I13-4 THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE ANDOR GIRT STRUT MEMBERS. REFER TO THE ~ ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. 12 22'f 15/16 21'•3 3@5'-0 6 1 17718 I I 1'-3 7/8 1 -r. 0 21'-2 1/8 .1. 21'-2 1/8 22'-6 I 22-6 4's'-0 COLUMN & BEAM CROSS SECTION AT FL. 1 CHARLEY MCCAULEY 2660 LOUIS AVE OROVO_LE• CA 95966 ELITE STEEL BUILDING SYSTEMS t!ol RELEASE / REVISION I DWN: / CKD: I ENGRI DATE '017 �I c OItD 77/81 8 e 11-3 7/8 © " N " r APR 2 8 p t_O O co • T REQMRMPRpiIIL ENG.U—O6ESEAERPPFARS- ON TNESE ORq-M 5 EMPEOYEO p i f` • � 4 r M(D DOES NOT SERVE 0.S OR REPRESEMTNE PRp EET ENGINEER OF RE(a11D/WDSNALL m EXP 12 -31 -2011 - 6 1 17718 I I 1'-3 7/8 1 -r. 0 21'-2 1/8 .1. 21'-2 1/8 22'-6 I 22-6 4's'-0 COLUMN & BEAM CROSS SECTION AT FL. 1 CHARLEY MCCAULEY 2660 LOUIS AVE OROVO_LE• CA 95966 ELITE STEEL BUILDING SYSTEMS t!ol RELEASE / REVISION I DWN: / CKD: I ENGRI DATE '017 �I c OItD 77/81 8 11-3 7/8 © APR 2 8 QR6F S/ • T REQMRMPRpiIIL ENG.U—O6ESEAERPPFARS- ON TNESE ORq-M 5 EMPEOYEO i MTNEMANU UREq C 71338 M(D DOES NOT SERVE 0.S OR REPRESEMTNE PRp EET ENGINEER OF RE(a11D/WDSNALL EXP 12 -31 -2011 - NOf BE ODNLDERED AS SUOi 1 1C DRAWING STATUS: _ FOR PERMITS ONLY sl Civil. �P SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 A rtPJCA-\t BUIL. rNC$ JOB NUMBER: SHEET: E OF CAL` W17GO127A E-02 McMA ' mY D17 7116 •SPLICE MEMBER SIZE TABLE SPLICE ASSEMBLY NAME OUTSIDE FLANGE WEB THICK WEB LENGTH STARTING WEB DEPTH ENDING WEB DEPTH INSIDE . FLANGE RC1 5"X 1/4 X 1T-4 1/16 10GA 15'-11 1/2 10" V-3 5"X 1/4 X 15'-11 9/16 5"X 3/8 NOTE: PRETENSIONED BOLTS REQUIRED. REFER TO DETAIL MF91AA ON SED -00 8GA ,1'-513/16 T-3 V-3 O RR1 5"X 1/4 X 20'-6 7/16 10GA 19'-7 3/4 V-3 V-3 5"X 1/4 X 20'-6 7/16 O 10GA 11-0 V-3 V-3 RC2 5" X 1/4 X 17'-0 1/16 10GA • 15'-11 112 10" V-3 5" X 1/4 X 15-1.1 9/16 8GA 1'-513/16 V-3 V-3 C 71338 NOTE: MEMBERS LIST FOR EACH ASSEMBLY ARE IN ORDER FROM LOWEST TO HIGHEST ELEVATION. 7116 •SPLICE m SPLICE BOLTS (V PLATE SIZE A (8) 3/4 X 2 A325T O 5"X 3/8 B (8) 3/4 X 2 A325T 1 T-8 7/16 5"X 3/8 1 C (8) 3/4 X 2 A325T N 5"X 3/8 NOTE: PRETENSIONED BOLTS REQUIRED. REFER TO DETAIL MF91AA ON SED -00 C O � O \ FRAME ID: W17G0127A.01A04/24/1715:58 O O Q 17 RIGID FRAME CROSS SECTION AT FL. 2-3 m n 7116 12 ~ 1 � 22'-6 15116 20,-7114 181 1101/2 I r 1'-11 1/2 CDr 22'-6 r MARK NUMBERS SHOWN ARE FOR FRAME LINE (2) ONLY. SEE PRIMARY FRAMING SHAKEOUT PLAN E-01 FOR FRAME LINE (3). / REVISION I DWN: / CKD: I ENGRI DATE t!ol RELEASE/ JT / I MO 104127120171 m •SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE PLATE SIZE A (8) 3/4 X 2 A325T 15'-11 7/8 5"X 3/8 5"X 3/8 B (8) 3/4 X 2 A325T 1 T-8 7/16 5"X 3/8 5" X 3/8 C (8) 3/4 X 2 A325T 15-11 7/8 5"X 3/8 5"X 3/8 NOTE: PRETENSIONED BOLTS REQUIRED. REFER TO DETAIL MF91AA ON SED -00 12 ~ 1 � 22'-6 15116 20,-7114 181 1101/2 I r 1'-11 1/2 CDr 22'-6 r MARK NUMBERS SHOWN ARE FOR FRAME LINE (2) ONLY. SEE PRIMARY FRAMING SHAKEOUT PLAN E-01 FOR FRAME LINE (3). / REVISION I DWN: / CKD: I ENGRI DATE t!ol RELEASE/ JT / I MO 104127120171 m 101/2 8 41'-1 I T j V-11 1/2CD 2r-6' APR 2 8 2017 45-0 S/ QEtOF FRAME ID: W17G0127A.01A04/24/1715:58 �iO Q RIGID FRAME CROSS SECTION AT FL. 2-3 C 71338 ' oa necn�s[ar nuc vavEa EXP 12-31-20 i l CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY sl CAVIL 2660 LOUIS AVE \�P OROVILLE. CA 95966 - SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 A}.YlElirCA-N,'r BUrLDTNC- OF CA1.�F JOB NUMBER SHEET: DWN: / CKD: ENGR DATE ELITE STEEL BUILDING SYSTEMS IE Y,a,�,� W 17GO 127A -03 M A �wm NOTE: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE (2) 1/2 X 1 1/4 A32ST BOLTS UNLESS NOTED. :)F SYSTEM DESIGN USED WEB CRIPPLING CLIPS INSTALLED AS SHOWN IN SECTION ) ON ALL PURLINS (EXCEPT WHERE CL -14 CLIPS ARE INSTALLED) ON FRAME LINES: W NUMBER IS: CL -15 CL-12— CL-12— /A, L-12CL-12— , 601-0 SAVE STRUT LINE (SEE S.W.) Q 5 1/2 i 19'-6 1/2 20'-0 + � a (5) REQUIRED 80Z16-14 (U.N.) 1'-6 - 1'-6 8OZ16-11 (U.N.) V-6 - 1'-6 8OZ16-13 (U.N.) (5) REQUIRED LAP TYP U.N. (5) REQUIRED LAP TYP U.N. (5) REQUIRED © EAVE STRUT LINE (SEE S.W.) 60'-0 APR 2 8 20 CL-12— CL-12— /A, L-12CL-12— DWM / CKD: JENGRI DATE JT / I MO 04/2712017 SAVE STRUT LINE (SEE S.W.) 8OZ16-10 (U.N.) T-6 - 1'-6 8OZ16-11 (U.N.) 1'-6 - V-6 N + � a (5) REQUIRED DWM / CKD: JENGRI DATE JT / I MO 04/2712017 5 1/2 I O CL -12 CL -12 fV N SAVE STRUT LINE (SEE S.W.) 8OZ16-10 (U.N.) T-6 - 1'-6 8OZ16-11 (U.N.) 1'-6 - V-6 8OZ16-12 (U.N.) (5) REQUIRED LAP TYP U.N. (5) REQUIRED LAP TYP U.N. (5) REQUIRED 19'-6 112 I 20'-0 \ O O 60'-0 APR 2 8 20 4Rpf E p�y . - .PLANE ID: 1004, 1005 S EN KR wNOSE S APPEARS � / y. oN TNESE oRAxANcs a ENVLOYEO / CL -12 / / CL -12 t / C 71338 m - SNE" DFRECMD . /.D . , � NOT BE m19DEREDAS SUOI `\ CL -12 ' `\ CL -12 CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY 2660 LOUIS AVE AMMCr' N BUILDINGS �> C/V1\. �Q SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 0 OROVILLE, CA 95966 ELITE STEEL BUILDING SYSTEMS JOB NUMBER SHEET: -- AWE C c CAL'` ` N DWN:l CKD: ENGR DATE W 17GO 127A E-05 M A �caTz 5 1/2 I O CL -12 CL -12 fV N 17 SAVE STRUT LINE (SEE S.W.) 8OZ16-10 (U.N.) T-6 - 1'-6 8OZ16-11 (U.N.) 1'-6 - V-6 8OZ16-12 (U.N.) (5) REQUIRED LAP TYP U.N. (5) REQUIRED LAP TYP U.N. (5) REQUIRED 19'-6 112 I 20'-0 O O 60'-0 APR 2 8 20 4Rpf E p�y . - .PLANE ID: 1004, 1005 EN KR wNOSE S APPEARS oN TNESE oRAxANcs a ENVLOYEO y ROOF FRAMING PLAN ANO COEi NOT SERVE AS�/ C 71338 m - SNE" DFRECMD . /.D . , � NOT BE m19DEREDAS SUOI EXP 12-31-2011' CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY 2660 LOUIS AVE AMMCr' N BUILDINGS �> C/V1\. �Q SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 OROVILLE, CA 95966 ELITE STEEL BUILDING SYSTEMS JOB NUMBER SHEET: -- AWE C c CAL'` ` N DWN:l CKD: ENGR DATE W 17GO 127A E-05 M A �caTz 17 N NOTE!!! F PANELS MUST BE FASTENED TO ALL PURLINS (PARTIAL BAY OR FULL BAY) ACCORDINi D FASTENER LAYOUT DETAILS. I N — ROOF SHEETING @ 1005: (ACCT) PLANE ID: 1005 60'-0 --------------------- EASE / REVISION - --- --- --- --- --- --- --- --- --- --- --- ---------- tC) N � 1[f � IA !n N to N 47 to N � N N U7 1n IA N N ai fV N [V N N N IV (V IV (V- fV (V F. fV (Ni (V N lV. IV N tV .N.. .N.. .N.. a a .a "v a a .N.. .N.. v a l: .N.. .Ni N .N.. .N... tD (D m m .. tD tD(D lD tD (D tD tD m m C> tD W W CD m CD. N (O N tD N - tD N m N (O N tb N (D N (D N CD N (D N 0 N to N m N 0 N (D N to N CD N (D N to N N a IL a a a a a a a a a a a a a a a a a a a m J J J J J J J J J J J J J J • N ---------------------------------------------------------------------------- (L3DFR261 0 2 L- -----)------ EASE / REVISION DWN: / CKD: I ENGRI DATE 1201RELEASE / REVISION ERMIT I JT / I MO 104127120171 ----------------------------- 60'-0 PLANE ID: 1004 ui ur G3 G�uY yr (n (n .(n (n - 'in (n ui in (n ui �n ai . fV (V fV [V' '<V <V IV IV tV (V fV fV [V lV IV fV N (V (V tV '� • - ORBEPBE-YMEEBWEC EMIT EERDEREmR MDS1 N BEm DEREDM EXP 12-3 -20 _ SUDS tD (D m m .. tD tD(D lD tD (D tD tD m m C> tD W W CD m N IL N a N a N a N a N a N a N a N a N a N a N a N a N a• N a N a N a N a N a N a m m m m m m m m m m m m m m m m m m m m EASE / REVISION DWN: / CKD: I ENGRI DATE 1201RELEASE / REVISION ERMIT I JT / I MO 104127120171 r r 60'-0 PLANE ID: 1004 APR 28201 ROOF SHEETING @ 1004: (ALCT) Q(Z�F E ROOFSHEETING PLAN REGSfEREDRROEESSWRI �O ' - TME � . ERGR(EER WnOSE 5FR1nRPEN(S owE ESEDR MW ISEWWYED /A' . - BY,MExuWUEnRURER C 71338 m axD ooEs xm sERVEu '� • - ORBEPBE-YMEEBWEC EMIT EERDEREmR MDS1 N BEm DEREDM EXP 12-3 -20 _ SUDS - CHARLEY MCCAULEY DRAWING STATUS FOR PERMITS ONLY ' 2660 LOUIS AVE J' C 1 V OROVILLE, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 A2( MCA:'V BUILDINGS ELITE STEEL BUILDING SYSTEMS JOB NUMBER: SHEET:" �� OF CALA ` DWN:/CKD: ENGR DATE W17GO127A E-06 M A '" z ERECTION NOTEM FIELD SLOT GIRTS AS REQUIRED FOR DIAGONAL BRACING. THIS ENDWALL FRAME MUST NOT BE ERECTED WITHOUT THE CROSS BRACING.'REFER TO THE FRAM CROSS SECTION AT THIS FRAME LINE FOR THE REQUIRED CROSS BRACING. ERECTION NOTEM ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. (1)TRCU1-ABC (1)TRPBBI (1)RECLSL(1)RECLSR (1)TRUECL v 1 25 GA -7 (1.6)FR1 (O.OS)FES-10.2 (1.25)GA-7 (1)TRUECR (1.6)FR1 (0.05)FEB-10.2 (. ) o 7- 7-------- - - 80Z13-1 (U.N.) • 80Z13-2 (U.N.) (2) REQUIRED (2) REQUIRED ' 22'-6 22'-6 f � 1 © © 0.. 45'-0 SHORTENED MARKS V N (D m N 0 9 N N N 0_ N N N 0_ N N N N , m N WN ACTUAL M` EL m M J J m a o- ( o - J J J J CBA 6.2 1/8I PLANE ID: 1002 ENDWALL FRAMING ELEVATION AT LINE 1 •' a. , (1)FBC-1 J T (2.25)BA-20 f1)FBC-1 • I 22,-0 I 22,E 45'-0 PLANE ID: 1002 , SHEETING PACKAGE: SP1 012(SBTN) ENDWALL SHEETING ELEVATIOWAT LINE 1 APR 2 8 201 SHO SHO ERI S1 w / in / / U) � 0 � THE REG6TFAED PRDFEIDDWLL L ''-__` �P� . ' � ` � �A A i l� 9 W U U 0 U 0 C 71338 W 0 U 0 W m m M REPRESEMTME.=a a m m - _ xOE RE mt61DERFD 0.55Wt y 'C CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY _ ERECTION NOTEM FIELD SLOT GIRTS AS REQUIRED FOR DIAGONAL BRACING. THIS ENDWALL FRAME MUST NOT BE ERECTED WITHOUT THE CROSS BRACING.'REFER TO THE FRAM CROSS SECTION AT THIS FRAME LINE FOR THE REQUIRED CROSS BRACING. ERECTION NOTEM ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. (1)TRCU1-ABC (1)TRPBBI (1)RECLSL(1)RECLSR (1)TRUECL v 1 25 GA -7 (1.6)FR1 (O.OS)FES-10.2 (1.25)GA-7 (1)TRUECR (1.6)FR1 (0.05)FEB-10.2 (. ) o 7- 7-------- - - 80Z13-1 (U.N.) • 80Z13-2 (U.N.) (2) REQUIRED (2) REQUIRED ' 22'-6 22'-6 f � 1 © © 0.. 45'-0 SHORTENED MARKS V N (D m N 0 9 N N N 0_ N N N 0_ N N N N , m N WN ACTUAL M` EL m M J J m a o- ( o - J J J J CBA 6.2 1/8I PLANE ID: 1002 ENDWALL FRAMING ELEVATION AT LINE 1 •' a. , (1)FBC-1 J T (2.25)BA-20 f1)FBC-1 • I 22,-0 I 22,E 45'-0 PLANE ID: 1002 , SHEETING PACKAGE: SP1 012(SBTN) ENDWALL SHEETING ELEVATIOWAT LINE 1 APR 2 8 201 SHO SHO S1 � 0 � THE REG6TFAED PRDFEIDDWLL L ''-__` �P� . ' ERGiNEER Evn05E SFRl RVPEMRS ON THESE DMMRGSB FmpIOYED ` � �A A i l� 9 RT TREW FgCNRER C 71338 - pRp WBnIII SERVE 0.f • M REPRESEMTME.=a a EXP 12-31-20 t� - _ xOE RE mt61DERFD 0.55Wt y 'C CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY _ - 2660 LOUIS AVE SOFTWARE VERSIONS DESIGN: MSA47.3 BIM: v20.6 AMERICAN'' BUELlDrNCS �+J, civiv �P - OROVILLE, CA 95966 ELBE STEEL BUILDING SYSTEMS JOB NUMBER: SHEET: aTo.caa mcu _ - OF CAO ` RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION OWN: / CKD: FE—NG DATE W 17G0127A E-07 A FOR PERMIT JT / MO 04/17/2017 - kimm N 0 D O m 111 C: ? � 'En m a C: n 6 c In v r N ni A r . m ' W z --4m G) m f -u( (n i o 1 1 mD 1 CD N D I L3P26-10 (19'-7) �I Z r '1 I 1� ;.1 UP26-7 (18'-10) ;I 9� r �I UP26-5 (18'-4) ;1 c1 Q L3P26-4 (18'-1) 0 z z vr -� r m IT m00n m7p w T r A .Z z^ M I C" E12 IlJ z IR D' m . M a M cn O o M o m tJ ^ < w Q9 C,-. . C mz . Y Q �J 19'-10 1/2 7'-6 6'-0 6'-41/2 19'-101/2 m Z OHO 18'-0 1'-10 1/2 c rtl w z v (n (1.2)FCR Z ONC 11/2p_ O -Z; Z m ' W i - I --4m G) m f -u( (n i z 1 1 mD 1 CD N .1 1 UP26-11 (19'-10) I L3P26-10 (19'-7) �I Z EC3 '1 I 1� ;.1 UP26-7 (18'-10) ;I 9� I �I UP26-5 (18'-4) ;1 c1 Q L3P26-4 (18'-1) 0 z z vr -� r m IT m00n m7p w T r A .Z N M I C" E12 N IR D' 2 ' z M cn O o M m tJ ^ Z m z Z � • m G] r M < m D T D m Z m v v b N D o D N o w U) z ca Z z m N n EC4 \ 19'-101/2 m Z OHO 18'-0 1'-10 1/2 c rtl w z v (n (1.2)FCR Z ONC 11/2p_ O -Z; Z m ' W i - I --4m G) m f -u( (n i z 1 1 mD 1 CD N .1 1 UP26-11 (19'-10) I L3P26-10 (19'-7) �I Z ,1 1 UP26-8 (19'-1) 1 '1 I 1� ;.1 UP26-7 (18'-10) ;I 9� I �I UP26-5 (18'-4) ;1 c1 Q L3P26-4 (18'-1) 0 z z vr -� r m IT m00n o O w T r A .Z m M I C" IMI Mill; N IR D' 2 ' z M cn O o M m tJ ^ Z m z Z � • m G] r M < m D T D m Z m v v b N D o D N o w U) z ca Z z m N REGIS ati5 M o 0 q'r o 0 0 T :1 UP26-4(18'-1), 1 1 :1 :• ' W i - I --4m G) m f -u( (n i 1 UP26-7 (18'-10) 1 1 mD 1 CD N .1 1 UP26-11 (19'-10) I L3P26-10 (19'-7) �I Z ,1 1 UP26-8 (19'-1) 1 '1 I 1� ;.1 UP26-7 (18'-10) ;I 9� I �I UP26-5 (18'-4) ;1 c1 Q L3P26-4 (18'-1) 0 z z vr -� - m IT m00n o O w T 3 • N m A .Z m M I C" IMI Mill; N IR D' REGIS ati5 M o 0 q'r o 0 0 T :1 UP26-4(18'-1), 1 1 :1 :• ' ;.i UP26-5(18'4) I i - I I 1 UP26-6 (18'-7) 1 1 1 1 UP26-7 (18'-10) 1 1 L3P26-8 (19'-1) 1 UP26-9 (19'4) 1 :1 UP26-10 (19'-7) I .1 1 UP26-11 (19'-10) I L3P26-10 (19'-7) �I I ` 1 UP26-9 (19'4) 1 ,1 1 UP26-8 (19'-1) 1 '1 I 1� ;.1 UP26-7 (18'-10) ;I �1 WP26-6 (18'-7) I �I UP26-5 (18'-4) ;1 1 L3P26-4 (18'-1) 0 • n - nl :U A n C N � 0 c00 A m Aw 0 N m o O T o A A m m z m n .ni N A D' o ' z O o tJ ^ Z m V1 � • m OFn v))m N Z to p n � � D O -n Z -'I m in 3 m C 1 Z K O rW zm mm m0 A �m -a my O = 55 O v1 0 z O m mO n� z� Z m m m O m 9 m A n C 0 c00 A m Aw 0 N m mN o A ry m n V N A D' V ' OFn v))m N Z to p n � � D O -n Z -'I m in 3 m C 1 Z K O rW zm mm m0 A �m -a my O = 55 O v1 0 z O m mO n� z� Z m m m O m 9 m c00 �O n(1.2)FCR A q n 0 OFn v))m N Z to p n � � D O -n Z -'I m in 3 m C 1 Z K O rW zm mm m0 A �m -a my O = 55 O v1 0 z O m mO n� z� Z m m m O m 9 m 1 E80SS-1 • EFS43L-2.6 -7 7 EFB43R-2.6 NOTE: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE (1) 1/2 X 1 1/4 A325T, (1) 1/2 X 2 3/16A449 DE BOLTS UNLESS NOTED. 1 ESOSS 3 EFB43L-2.6 EFB43R-2.6 1E80S5-4 • s m 1� 80Z16-6 (U.N.) 3"- 3 80Z16-3 (U.N.) 3"- 3 (1) REQUIRED LAP TYP U.N. (2) REQUIRED LAP TYP U.N. ' L 4•-0 7 12'-0 4'-0 4'-0 T T 5 1/2 1 - 19'-0 112 T 20'-0 O O O 60'-0 PLANE ID: 1000 (1)1/2X1 1/4 A325T (TYP.) SIDEWALL FRAMING ELEVATION AT LINE A- CL -4 " 8OZ16-1 (U.N.) (2) REQUIRED 12'-0 19'-0 FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT I TYPE 1 12'-0 8'-0 2 3'-0 7'-0 3 12'-0 14'-0 3'-0 1 , i L(4)1/2X1 1/4A325T(TYP.) APR 2 ov RC3 • (1 ) 112 X 1 1/4 A32ST(TYP.) A SIMPLE GIRT CONN. E-09 KGLCFNJG / KCVIJIVN UWN: / GKD: ENGR DATE O RELEASE / REVISI FOR PERMIT JT/ MO 04/27/2017 O Q%OF ES rlR ucafExED PAOFESSIOw - - EE,GwEEM NMOR SFAI NPiENRf � / ox TXEII onnwirwsa EMDLOfEU � � 'y . • 9Y TMEmu aCNRER w C 71338 nHDDOES.tOTgR m :� . EXP 12-31-20t'} ENW NEER Of NECmtD NN 9WE CHARLEY MCCAULEY DRAWING STATUS: * , 2660 LOUIS AVE FOR PERMITS ONLY sl CIV1�- P OROVILLE, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMMCA_N SISMIDINGS ELITE STEEL BUILDING SYSTEMS JOB NUMBER SHEET: � J: ENGR DATE W 17GO 127A E-09 M R A ERECTION NOTE[!! ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. (42)FEC1 V N.a -------------------------------------------------------- O O • O o O 1 17-0 81-0 (1)FDH2-12.7 (2)FJ15$.4 2 3'-0 T-0 (1)FDH2-3.7 (2)FJ15-7.4 3 12'-0 14'-0 '— (1)FDH2-12.7 (2)FJ15-15.2 N N N N N C 71338 r . ' . r • pN000ESN0TSEP m OPIIEPRES TIEPROIEM tO fD ENGUFFAOFREO] DUCSYLL NOT � tnNL06iED0.55UO1 m tD - CHARLEY MCCAULEY FOR PERMITS ONLY N a N a N N a IL a N a" O O O AMMCAIN-BLMDlNCS CA��F�� ELITE STEEL BUILDING SYSTEMS _ � � NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE W 17G0127A E-1 O Me:MR 0 PLANS FOR PERMIT JT / MO 04/27/2017 P ^�� N N N 6 16 • __ ______ ____________ ____I Q- C .( I i 1 I I J i I J I I J I I I I I I I I, " i I - I i ❑2 I I I I I I I I I • a I I I .. '• I I I .. ___ __ .. .' .. .. f'1 f7 lv f7 f7 f7 v �. a a a a a' a 0. I 1 I I I I I I I I I I I 4 �• cl ql q N N N I N I N O O m I b I c6 I I m IL n I I ❑ J J J I ❑ J I J I I I I I I I I I I I I I I I i I _ I I I I I I -1 (0.25)BA-20 (0.25)BA-20 (0.25)BA-20 (0.5)BA-20 (0.25)BA-20 ' J 60'-0 PLANE ID: 1000 SHEETING PACKAGE: SP1010(SBTN) FRAMED OPENING TABLE - MARK WIDTH HEIGHT TYPE TRIM 1 17-0 81-0 (1)FDH2-12.7 (2)FJ15$.4 2 3'-0 T-0 (1)FDH2-3.7 (2)FJ15-7.4 3 12'-0 14'-0 '— (1)FDH2-12.7 (2)FJ15-15.2 SIDEWALL SHEETING ELEVATION AT LINE A APR 2 8 2 00 ES 1 OR �F - UWTEMPROEESLON LL '— ' ENGMEN VENOSE SEAL APEEA ` iy , ON,NETE EWAwING56ENVLOYEO BT TIE YWMUFIICIUREIt C 71338 r . ' . r • pN000ESN0TSEP m OPIIEPRES TIEPROIEM _ ENGUFFAOFREO] DUCSYLL NOT � tnNL06iED0.55UO1 EXP 12-31-20t� .* DRAWING STATUS: CHARLEY MCCAULEY FOR PERMITS ONLY �� clvl�- �Q r 2660 LOUIS AVE 9rFOf OROVILLE,CA95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 JOB NUMBER: SHEET: AMMCAIN-BLMDlNCS CA��F�� ELITE STEEL BUILDING SYSTEMS _ � � NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE W 17G0127A E-1 O Me:MR 0 PLANS FOR PERMIT JT / MO 04/27/2017 P ^�� ESPR cancc� EFB43L-2.6-7 1 EF643R-2.6 [NOTE' TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE 1/2 X 1 1/4 A325T, (1)1!2 X 2 3/16 A449 DE OLTS UNLESS NOTED. ESPR EFB43L-2.6-7 I EFB43R-2.6 1E y• APR 2 8OZ12-4 iv • o ESPR cancc� EFB43L-2.6-7 1 EF643R-2.6 [NOTE' TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE 1/2 X 1 1/4 A325T, (1)1!2 X 2 3/16 A449 DE OLTS UNLESS NOTED. ESPR EFB43L-2.6-7 I EFB43R-2.6 1E y• APR 2 8OZ12-4 • 3` - 3' 80Z16-5 (U.N.) LAP TYP UN. (2) REQUIRED LAP TYP U.N. 8OZ16-7 (U.N.) (2) REQUIRED I 20 1 19'-0 1/2 51/2 O • O r O 60'-0 ' PLANE ID: 1001 - SIDEWALL FRAMING ELEVATION AT LINE C FRAMED OPENING TABLE MARK WIDTH HEIGHT I SILL HEIGHT TYPE 1 12'-0 14'-0 2 3'-0 7'-0 APR 2 8OZ12-4 Q�OFES /p 80C14-2 ORS ��• _ ••( - . E WEER WHME APPEARS m THESE DRAWING$ IS EMPLOYED coPP1j�1 y '� rif � BT THE~R AL,URM ANDDOESNMSVKAS LLJ C 71338 r ' . O0. REPRESEW HE PR M ENGWEERDEREmRDAHD= co EXP 12-31-20 ' - l I I I I _ • . 2660 LOUIS AVE ' I I I I I I I I I I I Ir. 3` - 3' 80Z16-5 (U.N.) LAP TYP UN. (2) REQUIRED LAP TYP U.N. 8OZ16-7 (U.N.) (2) REQUIRED I 20 1 19'-0 1/2 51/2 O • O r O 60'-0 ' PLANE ID: 1001 - SIDEWALL FRAMING ELEVATION AT LINE C FRAMED OPENING TABLE MARK WIDTH HEIGHT I SILL HEIGHT TYPE 1 12'-0 14'-0 2 3'-0 7'-0 017 APR 2 Q�OFES /p THEREG6ED IERPROEES40HP1 ORS ��• _ ••( - . E WEER WHME APPEARS m THESE DRAWING$ IS EMPLOYED coPP1j�1 y '� .. BT THE~R AL,URM ANDDOESNMSVKAS LLJ C 71338 r ' . O0. REPRESEW HE PR M ENGWEERDEREmRDAHD= EXP 12-31-20 CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY NmazO]NSIDEAEDASswL * . 2660 LOUIS AVE s 0. l9 C'V OROVIILE, CA 85966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: V20.6 p��y $j}j[;pjpjC$ c c ELITE STEEL BUILDING SYSTEMS NO RELEASE / REVISION I DWN: / CKD: I ENGRI DATE O RELEASE / REVISION I DWN: ! CKD: I ENGRI DATE JOB NUMBER SHEET: W 17 G 0127A E-11 s�yy M e MM q ` OF 'AL -1 ` 0 PLANS FOR PERMIT JT! MO 04!27/2017 017 0 ---------------------------------------.-----------------,---------------------------------.-------------------------------------------- Eo HEIGHT i' TRIM ERECTION NOTE!!! ALL WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO THE REQUIRED FASTENER LAYOUT DETAILS. r • SHEETING PACKAGE: SP1011(SBTN) ` SIDEWALL SHEETING ELEVATION AT LINE C FRAMED OPENING TABLE ---------------------------------------.-----------------,---------------------------------.-------------------------------------------- WIDTH HEIGHT TYPE TRIM 1 12'-0 14'-0 JT (1)FDH2-12.7 (2)FJ15-15.2 2 3'-0 T-0 CHARLEY MCCAULEY (1)FDH2-3.7 (2)FJ15-7.4 2660 LOUIS AVE .FOR `f'l plVl�- Q ---------------------------1 I I ' OROVILLE, CA 95966 - ELITE STEEL BUILDING SYSTEMS aMMCA— BLSfLDINGS .�—w MBMR , c c ` OF L'AI.1 JOB NUMBER W17GO127A SHEET: E-12 .. O I 1 I I I O I O i0 O i9 O , I 1 I I O I O O O O O O O � O O c0 iA 10 m m m t0 t0 c9 to i9 C9 c0 m 6D m (O N I N I I N I m N N N N N N N N N N N N N _ N N l �' N 6 N � N I N . Ep N cD N N 6 N 6 N m N m N 6 N w m U) m co m a a EL a a a a a a a a a N a N a N a N a N a N a m tai I� • SHEETING PACKAGE: SP1011(SBTN) ` SIDEWALL SHEETING ELEVATION AT LINE C FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM 1 12'-0 14'-0 JT (1)FDH2-12.7 (2)FJ15-15.2 2 3'-0 T-0 CHARLEY MCCAULEY (1)FDH2-3.7 (2)FJ15-7.4 APR 2 8 O QRpf ES _ _ _ ' • THE 11EG6TFAED RRORIIADNM P�� OR ` V' 7 G . ' ENGNIEER wNOSE SFAE ARpEARS ON TXFSE DRAWINGS 6 FMPIOTED ` A —FLOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE RELEASE / REVISION IR PERMIT JT I MO I 04/27/2017 . ' ENGNIEER wNOSE SFAE ARpEARS ON TXFSE DRAWINGS 6 FMPIOTED ` A AND ooESNmsERVE as W C 713.38 m - OR REPRESEMINF RRDIECf EMGINEEp DE REmAD AND Si WI XOi BE D]NSIDERED AS SINN l R EXP 12-31-201• y l� CHARLEY MCCAULEY DRAWING STATUS: PERMITS ONLY 2660 LOUIS AVE .FOR `f'l plVl�- Q SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 ' OROVILLE, CA 95966 - ELITE STEEL BUILDING SYSTEMS aMMCA— BLSfLDINGS .�—w MBMR c c ` OF L'AI.1 JOB NUMBER W17GO127A SHEET: E-12 17 MARK # BA -20 FC1V_-_ LENGTH (20'2) (VARIES) FL2A_ FL22A_-10.2 FL2V_ (15'2) (10'2) (152) FOCF_-_ & FOHF= _ THSRW_ FSF_ (VARIES) . (15'2) (15'2) SEF1 SEF2 (152) (15'2) TR1 & TRU1 TRIC TR1S (152) (15'2) (15'2) STANDARD FLASHING PROFILES NOTE: DRAWINGS NOT TO SCALE, DRAWINGS TO REPRESENT PROFILE ONLY ' I ' . I L , i . . , . , - - L x - U LJ F FCI FCIA2 FCP1 FCR FCRA2 FDH2- FDH4-10.2 FFC FFW FJ15-_ FJ15B-_ (15-2) (1512) (15'2) (15'2) (TC( 5SI .) (VARIES) (102) (15'2) (15.2) (VARIES) (VARIES) FL3A FL3V_ FL6 FL7 FL8 FL13 FL17 FL18 FPEC1-10.2 (152) (15'2) (15'2) (152) (15'2) (15'2) (152) (15'2) (10'2) FSJ1 LARF1 MEC2 PED_ PF95-_ TRCP_ RJF1 RLF RSF1 (152) (15'2) (15'2) (15'2) (VARIES) (15'2) (152) (15'2) (152) TFSET F -F F TARF1 TFEC_ TFSE TGT1 THC_ THL_ THE TICAV TI -1 (15'2) (15'2) (15'2) (15'2) (152) (15'2) (15'2) (152) (15'2) -,I TRCZ TRW TTEC TTES TVG1 -10.2 TVG2 -10.2 VFF1 (15'2) (15'2) (15'2) (15'2) (10'2) (10'2) (15'2) STANDARD SCREWS & BOLTS. STANDARD CLIPS ' 0000000 cD DOD .0 00 00 _ 0000000 CD 0 0 °0° 'o 00 00 O CL -3 CPB -1 -(S X 10 GA X 63/8) 1/8 RIVE( SRV -1 #10X1 SDPH #10X1 STPH #10X1 12 STHHW 912X1 1/4 SDHH 1/2 X2 3/16 DE 1/2 X1 1/4 BHB (5 3/4 X 10 GA X 5) CL -2 ` (WOODMATE) 14;41(6 1/4 X 10 GA X 10 1/4) 0 _ � O O O o o o 0 0 0 C °frn o 0 #12X1 1/4 SDRF. #12X1 12 SDHHT5 #14X3/4 SDHH 914X3/4 SDRF #12X1 SDYC NUTBLK FAS 10.4 5/16 DRILL BOLT CL -4 C #12X1 1/4 SDHHT4(SIM.) _ #14X1 SORF(SIM) (FAB-LOK) (5 X 10 GA X 7 7/8) (8 3/4 X 1 10 0 GA X 5) CL -15 - (4 X 10 GA X 7 7/8) CHARLEY MCCAULEY 2660 LOUIS AVE OROVILLE, CA 95966 ELITE STEEL BUILDING SYSTEMS / REVISION DWN: / CKD: ENGR DATE COLD FORMED ANGLES SB ). r1 RSA -1 GA -1 GA -2 GA -5 4BB' I 78 GA -3 GA -6 GA -4 GA -7 NDTF' DUE TO MATERIALIZATION USAGE FLASHING LENGTHS MAY BE SUBSTRUTED WITH LONGER LENGTHS THAN WHAT IS CALLED OUT ON THE BILL OF LADING. NOTE GALVANIZED PIECES SUCH AS TFSE/RJF-1RRCZ MAY BE PLACED UNDERNEATH THE PLASTIC ON THE BOTTOM SIDE OF THE FLASHING CRATE. VFF7 ' (152) FIXED EAVE & FIXED RAKE F- FR1 FECO_ (152) (15'2) AXE REGISTERED PROFESLOMAE ENGDTEFR wNDSE SFAI APPEARS ON THESE DMMNGS IS EMFI.OTED BY TME I-)FACNNER AND DOES NOT SERVE AS ` - OR REPRESENFTNE PROIER ENGiNEEROFREOJRDANOSNALL NOT BE mPEiDERED AS SUDI. DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMERICAN BUW JOB NUMBER SHEET: W17GO1270 SED -000 M w APR 2 8 O 4R 'f ES Oil SPP I C 71338 EXP 12-31-201fi �l9 CIVIL lF OF CA, 1F 1. ` - • 4 . SAFETY NOTES' 4 N, . s - W • - a• y .. f - + - • j' r ` SQUARE - +THE METAL BUILDING SUPPLIER STRONGLY RECOMMENDS THAT SAFEWORKINGCONDITIONS AND , • - y `;y _ - r r. SQUARE ,_ _:•� t s'�. ,, ., f - _ _ k y " .r ,r t ACCIDENT PREVENTION BE THE TOP PRIORITY ON JOB SITE.. •'A325T , LOCAL, STATE AND FEDERAL, SAFETY -AND HEALTH. STANDARDS SHOULD 'ALWAYS `BE FOLLOWED TO HELP- :+ • RDD ; +T � ENSURE . WORKER SAFETY. .. •a •� l ' ` . eRncv+G _ MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A - _ BUILDING. EMERGENCY TELEPHONE NUMBERS, LOCATIONS OF FIRST- AID .STATIONS AND EMERGENCY O - O - t. RIGID FRAME - _ - 'PROCEDURES SHOULD BE KNOWN, TO ALL, EMPLOYEES. r 8 . i• .DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES. THE USE OF HARD HATS, RUBBER SOLE SHOES DIMENSION W - - • r• A - • �"'' S� - •` 'BOLT` -n FOR ROOF WORK, PROPER EQUIPMENT FOR HANDUNG MATERIAL AND SAFETY NETS WHERE POSSIBLE DIAMETER . ,w _ .. .. '/ ' ARE RECOMMENDED ERECTION PRACTICES. NUT '.1/2' 7/I• NEAP s .S�•' !V r �..-"' ,� - ,. T ' • e. :THE -METAL BUILDING SUPPLIER INTENDS THAT THESE DRAWINGS BE INTERPRETED AND _ w �7 -3N' `11/P. " W r b ADMINISTERED WITH SOUND JUDGMENT CONSISTENT WITH GOOD SAFETY PRACTICES. 1 ' r ^ ' ' ALL SAFETY PRECAUTIONS, OSHA SAFET'REOUIREMENTS, OR ANY•OTHER APPROPRIATE SAFETY •� - ' ` - t• • " " ' STAYSWEWELL • ?' REOUIREMENTS, CUSTOMARY OR STATUTORY,. MUST BE ADHERED TO, TO ENSURE MAXIMUM WORKER , - .' QF/d! OF ALL LYWIS • 1 1 4 r - - Y • ,. +• c U IN uN DEVICE. . EP TYPE SAFETY. .. - - - /' i - E •LIFTING DEV10E-KEEP Hv,NDS AND FEET - (:AFAR W MpJING �. �..i 1F OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOF/DECK PANELS, WIPE THEM • - - - - OFF IMMEDIATELY TO PREVENT SUPPING OR FALLING. - - •f" ' - - - - '. - ' E YOU SHOULD MAINTAIN A FIRM. SAFE POSITION WHEN USING ANY TOOL O O -, •1 ' ' • 5a * - 'YOU SHOULD MAINTAIN A' CONSTANT AWARENESS OF YOUR LOCATION'IN RELATIO4 N i0 THE ROOF EDGE - .. r WHEN USING TOOLS AND MACHINES OR PERFORMING ANY OTHER FUNCTION ON THE ROOF AREA. 4 _ THE FIRST STEP IN THE SUCCESSFUL INSTALLATION OF THE ROOF OR WALLS IS TO HAVE THE PRIMARY FRAMING PLUMB AND SOUARE. FOR BEST RESULTS, IT IS -RECOMMENDED THAT A"TRANSIT Do NOT UNDER ANY CIRCUMSTANCES STEP OR WALK ON THE SURFACE OF ANY FIBERGLASS SKYLIGHT. NUT HEAD BE. USED WHEN ERECTING THE STRUCTURAL STEEL._ • IF FOOT TRAFFIC IS NECESSARY OVER SKYLIGHT, USE WALK BOARDS THAT ARE PROPERLY SUPPORTED BE SURE TO READ THE GENERAL ERECTION GUIDE PRIOR' TO COMMENCING ERECTION. , BY THE BUILDING PURLINS. - - - - BUILDING ALIGNMENT GE01 e.. SAFETY COMMITMENT GE70 ASTM A325 A325T BOLT IDENTIFICATION MFO1 • ,'.: , AA AA A AA BOLTED JORJTS BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE 'SPECIFICATION FOR - STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS", DECEMBER 31, 2OD9. APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS COMMITTEE. - - SNUG-DGHI JOINTS' ' • _ - �.1 UNLESS NOTED OTHERWISE, ON THE METALBUILDING SUPPLIERS ERECTION DRAWINGS, ALL A325 BOLTS ARE . - USED IN CONNECTIONS DEFINED AS SNUG -TIGHT JOINTS (5n. FOR INSTALLATION IN SNUG -TIGHT JOINTS, ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT BOLT INSERTION WITHOUT UNDUE DAMAGE TO THE THREADS " .BOLTS SHALE BE PLACED IN ALL HOLES WITH NUTS THREADED TD COMPLETE THE ASSEMBLY BEFORE - COMPACTING THE JOINT TO THE SNUG -TIGHT POSITION. PROCESSING SYSTEMATICALLY FROM THE MOST ..� RIGID PART OF THE JDINT. SNUG TIGHT 6 THE CONDITIDN THAT EXISTS WHEN ALL HAVE BEEN PULLED INTO FUN CONTACT BY THE BDLTS IN THE JOINT AND All BOLTS IN THE JOINT HAVE BEEN IGNTENED SUFFICIENTLY TO PREVENT .THE REMOVAL OF THE NUTS WITHOUT THE USE OF A WRENCH. MORE THAN - ONE CYCLE THROUGH THE BOLT PATTERN MAY REQUIRED. e PRETENSIONED AND SLP -CRITICAL JOINTS. .} INSPECTION REOUIREMENTS PRIOR TO MART OF WORK: - ` •. - •• f' - CONNECTIONS WHICH ARE DEFINED AS PRETENSIONED (PT) OR SUP -CRITICAL (SC) JOINTS WRL BE AS NOTED ',' VERIFY ALL -FASTENER COMPONENTS CONFORM TO REOUREMENRS. - ., _ ,'- - " •� .. - .., - .. r , ON'THE ERECTION DRAWINGS BY THE METAL BUILDING MANUFACTURER OR BY THE ENGINEER OF RECORD. _ INSPECTION REQUIREMENTS FOR SNUG -TIGHT JOINTS: `i _ - . - • - - ALL CONNECTIONS WITH A490 BOLTS ARE ETHER PRETENSIONED (PT) OR ATP -CRITICAL (SC) JOINTS. A : PRETENSIONED JOINS ARE THE JOINT 6 SUBJECT TO SIGNIFICANT LOAD ,"S+ VERIFY THAT THE PROPER FASTENER COMPONENTS WERE USED AND THAT THE CONNCCTED. ELEMENTS WERE SUBJECT W --. REVERSAL., THE ,IOIT 6 SUBJECT TO TANGLE LOAD WI1Fi NO LOAD REVERSAL, THE BOOS ARE SUBJECT • 10 FATIGUE LOAD FABRICATED PROPERLY. AFTER ASSEMBLY, T SHALL BE VISUALLY ENSURED THAT THE PUES ARE SOLIDLY SEATED AGAINST EACH OTHER BUT NOT NECESSARILY IN COMINUOLIS CONTACT, THAT WASHERS, r '•. r '% •. - - - - - - TO TENSILE FATIGUE. THE BUILDING SUPPORTS A CRANE OF OVER 5 -TON CAPACITY, OR THE CONNECTION IF REQUIRED, HAVE BEEN USED, AND NKAT ALL BOLTS IN THE J019 HAVE BEEN TKNIENFD SUFFICIENTLY 6 PARI OF THE SEISMIC LOAD RES6UNG SYSTEM AND AISC SEISMIC PROVISIONS AISC 341 ARE APPLICABLE- ( ) TO PREVENT il¢ TURNING OF THE NUTS WRMOIT THE USE A WRENCH. NO FURTHER EVIDENCE OF '. - ♦ - .. . THE SEISMIC PROVISIONS ARE APPLICABLE WHEN THE SEISMIC RESPONSE MODIFICATION COEFFCENT, R CONFORMITY 6 REQUIRED. 6 TAKEN GREATER THAN }. LOADINGS FROM WIND OR SNOW ARE NOT CONSIDERED SIGNIFICANT LOAD - REVERSAL OR FATIGUE LOADINGS. SLIP CRUIGL JOINTS ARE REOUIRED WHEN SLIP IS DETERMINED TO BE - _ INSPECTION REQUIREMENTSFORTURN-OF-NN PRETENSIONING:w A - DETRIMENTAL TO THE PERFORMANCE OF THE STRUCTURE RETALIATION METHODS PERMITTED FOR PRETENSIONED JOINTS INCLUDE TURN -OF -NUT PRETENSIOMNG, CALIBRATED WRENCH PRETENSIONINSI r FOR TURN -OF -NUI PRETENSIONING, IN ADDITION TO THE INSPECTION REQUIREMENTS . FOR SNUG -TIGHT • - TWIST -OFF -TYPE TENSION WI•BOLT NfROPRETENSIONING. AND DIRECT-TENSION-INDICATORPRETENa10NING..• JOINTS, IKE INSPECTOR SHALL ION OBSERVE THE PRE-INSTALLATVERIFICATION TESTING AND MONITOR THE WORK IN PROGRESS ? " HOT DIP GALVANIZED CONNECTIONS MAY REOU6E RE-PRETEN90NING AFTER 5 DAYS OF SETTLING. TO ENSURE THAT THE BOLTING CREW PROPERLY ROTATES THE TURNED ELEMENT BY L THE AMOUNT SPECIFIED IN THE SCHEDULE. ALTERNATIVELY, WHEN THE FASTENERS ARE MATCH -MARKED- `" ,� ' TURN -OF -NUR PRETENSIONINC r.. • - !' ' AFTER INITIAL FIT. -UP (SNUG -TIGHT CONDITION). VISUAL INSPECTION 6 PERMITTED. THE SIDE OF'NUIS } 1 a • ' ' ,. -, - y. ,FIRST TIGHTEN ALL BOLTS IN. ACCORDANCE WITH THE ABOVE SNUG -TIGHT PROCEDURE THEN ROTATE THE , AND BOLTS THAT HAVE BEEN IMPACTED SUFFICIENTLY TO INDUCE THE MINIMUM PRETENSION LOADS WILL • . APPEAR SLIGHTLY PEENED. NO FURTHER t - • , + -' d' -' -, - - NUE OR HEAD BY THE AMOUNT SPECIFIED IN THE BOLT.PRETENSION SCHEDULE, PROGRESSING SYSTEMATICALLY EVIDENCE OF CONFORMITY TS REQUIRED. • - - ' i•'r' L r ', - FROM THE MOST RIGID PART OF THE JOINT. THE PART NOT TURNED BY THE WRENCH SHALL BE PREVENTED •"� ' - - FROM ROTATING DURING THIS OPERATION. IF THE NUT 6 TURNED IN THE LOOSENING POSITION THE BOLT BOLT INSTALLATION & INSPECTION NOTES _• MUST BE REMOVED AND REPLACED. PRETENSION VALUES EOUAL TO OR GREATER THAN THE MINIMUM VALUES 'LSTED • t/re, 3/Pe, )/$e, ib I I/SITNCIURAI BOLTS (AT25) '. • - - AFS, • - - -' �- - - IN THE BOLT PRETENSION SCHEDULE ARE RECURRED. -4'e t .. - - 1 - - ` , APR 28201 QEtOFES • - • - r _ - - i. i • - • •• ! _ - • 1`•f TNF NEGFSTFAED °NDiESStONAI FNGINFFR VOIOSF SFAl4°PFMS r_ —J /. .. - a .- r. - . . . • . {' - __ - - -.� k • - ON T m DRA`A T O EMFFOTED BTTNFMXMFACVgEN u C 71338. z ,. 1 .. ? oa nEnnEmrtrNE vxDrEC'1 .. ` �, - EW-MOFREODRD-DAYLLl EXP 12-31-2A • . Y , • - -. - # • , CHARLEY MCCAULEY DRAWING STATUS: NOF BE m161DERED STS $IIOI. � .. - C .y » ° �''• FOR PERMITS ONLY ' T':' i': 2660 LOIS AVE • _" - --' .T , OROVn is CA 95966 ., SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6� BU1�ITGS ` '9�• - - -- r F1FTE STEEL BUILDING SYSTEMS JOB NUMBER SHEET: ero.lm¢rTlvn+v N ` OF l.A�-1 NO 0 • _ . RELEASE / REVISION PLANS OWN: / CKD: ENGR DATE O RELEASE /REVISION OWN: / CKD: ENGR DATE 1 7 G O 270 SED—OO MBMR - - FOR PERMIT JT / MO 04/27/2017 y �I , MA - SAFETY PRECWTION: sAEE'IY PRE—,OH: FRAME BRACE TABS TO BE 36" TO 40" MAX. RIDGE PURLIN O1AA EACH WORKER SHOULD BE TRAINED EACH WORKER SHOULD BE T Hm BENT iN FIELD AS REO. ' TO USE THE SN2ST AND MOST PRODUCTNE TO USE THE SAFEST AND MOST PROOUCIM ERECTION TECHIOUES. �Ei l�A '/4 FROM. 80 M EDCE OF U UN wE8 ERECTION TECH E.BR41A AA STRUCTURAL FASTENERS) � CLAP � TBE�AE-] STD FRAME CHANNELCL43_L/R• EAVE STRUT ._ #12X1 1/4 BRACE — — 1„ RAFTER EAVE STRUT ® ® _ _ STI. FRAME BRACE 3^ - I - RIDGE PURLIN--\ o ° AND CONNECTION ' STRUCTURAL FASTENER(S) '+• � o '000 I 3" /)72X1 1/4 - G °o ENDWALL RAFTER - 1/2X1 1/4 A325T/ CHANNEL BRACE (6) PER SAVE FRAME BRACE ,- — — _ — — — I 1/2 HVHX NUT BOC12- IN PRE-PUNCHED HOLES PER ATTACHMENT TO CHANNEL ENDWALL RAFTER _ 3 — — OF RIDGE FJAVE STRUT BRACKET (SHOP WELDED) STRUCTURAL FASTENER(S) / RIDGE SPLICE PLATE ' (f 12%1 1/4 O1 FRAME BRACE ' - 1/2 A325� 1/2 HVHX N / FRAME BRACE (10) PER CLIP IB-4 (4) 1/2X1 FRAME BRACEEFB__ IB-4 2/4A32HVHX NU/T T3"EAVE I PER ATTACHMENT 40 CL43_L/3 NPCUP L/R + t (TYP) • FIELD BEND SAVE FRAME BRACE EAVE FRAME BRACE NDWALL INTERIOR COLUMN. COLD-FORMED, BUILT-UP '+ 2) — — 1/4" FROM 1' TABS AS REOUIRED 2 1/2" 3/4X2 A325T/ EFB= _ (BUILT-U OR HOT ROLLE OR HOT ROLLED SHOWNg 1/2 ?XA3N5T EDGE OF PURLIN WEB 3/4 HVHX NUT P ( ER BRACKET) 3/4X2 A325T/ RIDGE PURLIN STRUCTURAL FASTENER(S) COLUMN STIFFENER COLUMN 3/4 HVHX NUT ® ® COLUMN STIFFENER 1 1/2'•1/2" ENDWALL - SXFX-_ (SHOP WELDED) SXFX-_ (SHOP WELDED) // (1)/2/HVHX2NY 6K2_ 12X1 1/4 36" TO 40" MAX.(tO) PER CLIP EAVE FRAME BRACE CONNECTION (BYPASS) BR41 EAVE FRAME BRACE CONNECTION DETAIL BR41A ENDWALL INTERIOR COLUMN. CONNECTIONEF01__ ENDWALL INTERIOR COLUMN CONNECTION EF01A STRAIGHT COLUMN CONNECTION FROM SAVE STRUT TO COLUMN STIFFENER AA STRAIGHT COLUMN CONNECTION FROM EAVE STRUT TO COLUMN STIFFENER AA AT RIDGE - AA AT RIDGE TOP VIEW AA SAFETY PRECAUTION: EACH WORKER SHOULD BE NED TO USE THE SAFEST AND M A4 ENDWALL RAFTER SAFETY PRECAUTION: - y' _ PRODUCmE ERECTIDN TECH DUES. - - 12„ 5 STRUT PURLIN EACH WORKER SHOULD BE TRAINED 10 USE THE SAFEST AND MOS PRODUCTNE ERECTION TECMNIOUES. RIGID FRAME RAFTER 3v >rC= STRUT BRACFRAME 9/lli'e ND_IES II I - PURLIN (TYPICAL) S ,II - EF26W .., 13'I I (4) 1/2 A325T/ _ FJ' . .A. ENDWALL RAFTER COLUMfORT SHOWN FRAME BRACE I I I I 1 2 HVHX. NUT U. CLARITY. 1/ T T I O� 1 o • (4) 1/2 kW/ 1/2 HVHX NUI ¢a � 112 A325T/ - > 1/2 HVHX NUT I (4) 1/2 A325T/ CORNER COLUMN - � a COLUMNI - 1 I 1/2 HVHX NUT 1110 FRAME COLUMN I 1•• • LENGTH WILL VAR! BASED UPON (2) 1/2 A325T/ CONNECTION THICKNESS M R' 'A- 1 2 HVHX NUT Q A325T BOLTS (M.) ENDWALL RAFTER SPLICE R (PER BRACKET)4 i (SEE CROSS SECTION FOR I I 3 4 I ENDWALL INTERIOR COLUMN SIZE AND OLNNTITY) (4) 1/2 A325T/ I HOT COLD -FOR DED. BUILT-UP OR SNETT PRE.. SLIEAR T T4lL x x Do IONS °yD Imim Bi NO 17K 1/2 HVHX NUT _ # SPECIAL BRACKET MUST DETAILED FOR ROOF ST. BE PES. (BUILT-UP OR HOT ROLLED SHOWN) UFIw4 DEY2 BE SIRE W KEEP HWZ > 6:12 . AND FEEL OENR OF moz LDM ENDWALL COLUMN BRACKET :BK2_ ENDWALL COLUMN CORNER COLUMN CONNECTION DETAIL AT BLDG. EAVEEF12 ENDWALL INTERIOR COLUMN BRACKET CONNECTION EF26Y I TYPE 'N' EF34 VERTICAL HAUNCH CONNECTION AT BLDG. SAVE MF12 CO LUM.N TO RAFTER C NN ION AA AT RIDGE I AA ENDWALL RAFTER AA RIGID FRAME AA .A. TYPICAL CONNECTION AT GAPS A3257 BOLTS (TYP.) - (SEE CROSS SECTION FOR AGE RIGID FRAME RAFTER RIGID FRAME RAFTER CUT WASHER - SIZE AND OUAl1TRIY) SPLICE TYPICAL SHOP WELDED RATE PLATE 3 HVHX NUT HVHX NUT A325(T) BOLT TYPICAL N/HVHX BOLTHAUNCH Cf� `C(TYPICAL (DVI�)(S) CUT WASHERTYPICAL PLATE (COLON) PLATE (Ag I' MIN, z I T I JA MN (BOTH SIDES) _2' EYE BOLT BRACER BRACING I' MK BWP_ ROD PLATE1I ROD T' BftCP_VARWX PYBL VARIES R t T 1 r W2• MTI. CABLE RP BRACING RF. COLUMN VARIES t' Na. VAPoFS : 1 D WVARIES WEB OFR COLUMN !--•-1 D I/8' ll VARIIEELS WEB OF CONNECTOR II EE COLUMN/RAFTER (NARES) W CABLE ROD J •A• CTION - WEB OF BRACING APR 28201 1: SHIMS REWOffD AT CAPS > 1/6'.(SECTION 1HROU(,H iCAP THROUGH RAFTER 2. PLACE RON-TAPERED SHIMS BETWEEN BOLT PARS AS REWIRED W SAFETY PRECALMON: A3251 BOLTS M?.) . (SEE CROSS SECTION FOR GAPS D1 COMPRESSION AREA GREATERTHAN 1/9' AND TACK WELD. 3. TACK WELD _ WORKER PERSONAL PROTECTION EQUIPMENT SHOULD ALWAYS MEET OSHA STANDARDS, SIZE AND OUPARIIY) CABLE BRAC ROD BRACING CABLE/ROD W/BRCP SSS ��1 PION-TAPERED SHIMS I. 10N z E z T BOM SIDES BETWEEN T T 1 z W TON-TAPERED S45 TO MAT AD:'FINGER' SME. SAFETY PREC/MlTIOM: WORKERS BE AT RAFTER WEB AT COLUMN/RAFTER WEB AT UPPER SHOP WELDED PLATE SIMILAR AT COLUMN BASE AND �p QRp 4. ALL SOMMIRG MATERIAL YID STEEL. THE ROPSE'Rt ER PROCEDURES FOR COLUMN FLANGE 5. ROM SHIMMING DETAILS SDLPR ALL JOBS THE KEGSTEREDPKOF D" '_ TYPICAL VERTICAL HAUNCH SHIMMING MF19A RIDGE RAFTER CONNECTION DETAIL MF22 CABLE ROD BRACING TYPICAL END CONNECTIONS BRO1 EHWNEER T»IOSE SEAIAPPEARs ` t1 A ONTHESEOKAMNS°EAPOED /- f� RIGID FRAME - AA RIGID FRAME RAFTER - AA AA BTTHENw UFAC UKEK C 71338 Anv ooa NETT SERVE u OR REPKESENTTHE PROIELT FNQxFER OF REmRDANDSMALL EXP 12-31-201 NorazmNSlDEnm AssDDE .* *' DRAWING STATUS: CHARLEY MCCAULEY 266DLOUISAVE FOR PERMITS ONLY s Ci yA� OROV, CA 95966 4JF SOFTWARESOFTWARE . SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 �CAA+y $1j�'DgAj JOB NUMBER SHEET: AnK..sT�.nWAr OF C„l` ELITE STEEL BUILDING SYSTEMS RELEASE /REVISION OWN: /CKD: ENGR DATE O RELEASE/ OWN: /CKD: ENGR DATE W 17GO 1270 SED-002 M9'M.R 0 0 PLANS FOR PERMIT JT! MO 04/27/2017 ! PROPERLY INSTALLED COUPLING NUI: - ROD ENDS BUR TOGETHER AT .CENTERLINE `RAFTER BOLT & FMDC NUT _ - FOR REU) CONNECTION ROD BRACING - TO COLUMN HVHXNUTBR-- - - - - � HVHX NUT - 1. ASSEMBLE THE COUPLING NUT ONTO THE LOWER - ROD BRACING (SEE NOT[) - CUT WASHER - ROD UNTIL THE ROD EXTENDS TO THE CENTER CUT - - HVHX NUT BRACER OF THE COUPLING NUT (1/2 THE LENGTH OF WASHER t (TYP) , BWP- - THE COUPLING NUT, PER TABLE BELOW). - 7� ROD BRACING ASSEMBLY CUT WASHER . HvlIX NUT _ • • ROD `COUPLING NUT TMOC�NN - (rip) BWP- - BRACING ROD ATE .. DIAMETER _ (7YP) I BRACER BRACER BRCP-R ' HVHX NUT 5/8"• (BR5) CPN5 BRACER BRACER 3/4" (BR6) CPN6 UPPER I�YP) CUT WASHER - ROD ASSEMBLY UPPER ROD BR_ - ROD BR -- CUT WASHER - BWP_ 7/6" (BR7) CPN7 - ROD ' 1" BRB CPNB BR_- + - 1 1/B" (BR9) CPN9 COUPLING 1 1/4" (BRIO)CPN10 NUT ' 1 3/8" (BR11) CPN11 - LOWER CLIP 7 7/2" (BR12) CPN12 6RD (SHOP WELDED) 2. ATTACH THE UPPER ROD TO ) I THE LOWER ROD ASSEMBLY, - REOUIRED FOR ROD ASSEMBLY ROD a ROD BRACING BRACE CUT WASHER HVHX NUT 5/8" BR5- BWP1 5/8 CUT WASHER 5/8 HVHX NUT 3/4" BR6- BWP2 3/4 CUT WASHER 3/4 HVHX NUT 7/8" BR7- BWP2 7/8 CUT WASHER 7/8 HVHX NUT 1" SR8- BWP3 1 CUT WASHER. 7 HVHX NUT 1 1/B" BR9- BWP3 1 1/8 CUT WASHER 1 1/8 HVHX NUi 1 1/4" - BR10- BWP3 1 1/4 CUT WASHER 1 1/4 HVHX NUT 1 3/8" SIR - - BWP4 1 3/8 CUT WASHER 1 3/8 HVHX NUT 1 1/2" BR12- BWP4 1 1/2 CUT WASHER 1 1/2 HVHX NUT 1 1/B" (BR9) CPN9 COUPLING 1 1/4" (BRIO)CPN10 NUT ' 1 3/8" (BR11) CPN11 - LOWER CLIP 7 7/2" (BR12) CPN12 6RD (SHOP WELDED) 2. ATTACH THE UPPER ROD TO ) I THE LOWER ROD ASSEMBLY, UNTIL THE ROD IS FULLY - SEATED IN THE REMAINING 1/2 OF THE COUPLING NUT. COLUMN RAFTER PROPERLY INSTALLED COUPLING NUT: REFER TO DIMENSIONS ABOVE. WEB COLUMN/RAFTER _ ROD AT BRACING ROD PLATE (BRCP-R) AND ROD BRACING (BR-) ENDS BUR TOGETHER AT THE CENTERLINE OF COUPLING NUT. 3. INSTALL THE ROD ASSEMBLY _ AT COLUMN/RAFTER WEB. CORNER COLUMN INTERIOR COLUMN - ROD BRACING ASSEMBLY 8R01 W 40' OR GREATER ROD ASSEMBLY DETAIL W COUPLING NUT BR02 ENDWALL ROD CONNECTION TO CORNER COLUMN BR20 SINGLE' PADDLE, ROD BRACING ASSEMBLY BR20W AA WEB TO WEB ROD ASSEMBLY AA - - - AA � REF. DETAIL BRZNAA - REOIARED FOR ROD ASgY6LY QROF E /p� OWING NOD PLATE CONNECTION. R00 a ROD BRACER BRACINGUNG CUT WASHER • HWIX NUT B N PNIA ARTS BOLT AT ANN 5/B' BR5- BWPI 5/B CUT WASHER 5/8 INK MR BRCP5R (./ CPN5) O 1X5 I/4 ATLST (i) I HVHX MR 3/4' BR6- - BWPZ 3/4 CUT WASHER 3/4 INH% NUI BRCP6R (r/ CPN6) 1/6' BR7- 7/8 CUT WASHER 7/8 HA4X NUT BRCP7R (r/ DW) I- BR6- I CUT WASHER 1 HVHX NUT BRCP8R (r/ CIM) 10- BR6- BWP3 1 1/8 OJI WASHER 1 1/8 W9 NUI BRCP9R (v/ CR8)) EXP 12-31-201V 1 1/P BR10- 1 1/4 CUT WASHT 1 1/4 HWIX NUT BRCPIOR (rJ MO (I) 1 1/4X3 ASS r/1 1/4 NBT4 MIT UNTIL THE ROD IS FULLY - SEATED IN THE REMAINING 1/2 OF THE COUPLING NUT. COLUMN RAFTER PROPERLY INSTALLED COUPLING NUT: REFER TO DIMENSIONS ABOVE. WEB COLUMN/RAFTER _ ROD AT BRACING ROD PLATE (BRCP-R) AND ROD BRACING (BR-) ENDS BUR TOGETHER AT THE CENTERLINE OF COUPLING NUT. 3. INSTALL THE ROD ASSEMBLY _ AT COLUMN/RAFTER WEB. CORNER COLUMN INTERIOR COLUMN - ROD BRACING ASSEMBLY 8R01 W 40' OR GREATER ROD ASSEMBLY DETAIL W COUPLING NUT BR02 ENDWALL ROD CONNECTION TO CORNER COLUMN BR20 SINGLE' PADDLE, ROD BRACING ASSEMBLY BR20W AA WEB TO WEB ROD ASSEMBLY AA - - - AA � REF. DETAIL BRZNAA r • APR 28 0 CHARLEY MCCAULEY 2660 LOUIS AVE OROVLLE, CA 95966 ELITE STEEL BUILDING SYSTEMS DATE QROF E /p� "-LEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / PERMIT JT / MO 04/27/2017 ON TNESE M -Z 6 EMP{OIFD r • APR 28 0 CHARLEY MCCAULEY 2660 LOUIS AVE OROVLLE, CA 95966 ELITE STEEL BUILDING SYSTEMS DATE QROF E /p� OR7 .l THE REG6TENED PAaEaoNu ENWNEEAWNpSES APPEARS PPS C ON TNESE M -Z 6 EMP{OIFD f� ' RT ME -A ACIVREN AND IMES NOF SERVE AS C 71338 r M REPRESENE THE PROIER ENRNEER�E«E�ADANRSNAL. EXP 12-31-201V NOT RE cod FRED AS SU 1 i[ DRAWING STATUS: FOR PERMITS ONLY A}M.JNBUnDIN �l'9rF pf'CALNF��\P SOFTWARE DESIGN: MSH BIM:v20.6 JOBvi BER:RSIONS W17GO1270 SED -003 MSMR ' � - - .. a ., • a � "a] + .. -.,, -. i 1 RA51 'TFVGEUMN •THICKNESS SECONDARY GAUGE 1/T X 20366 6- M49 LE ENDED NUISS INQUDED) OPTIONIRED AL AT tpURLGIRINS , REOU RE�ED OR MEIERS REOURESE 1 2EHVHX N REOUIRED FO'R NON P1/2 ED MEMBERS REOURES NV 9 MFT < C II - 16 1 1 M49 1/2X1 1/4 11X1 14 _t. ' - 16 11X2 I6 M/ I XI 1 4 1 1X1 1/4 A3251 ' 21 XII OR AS /N THICKNESS GREATER - TWVI I/i WITH ` 1 - 12X2 1 M49 I 11 12X1 1/ �.. )/B' 14 1 2X1 I A449 17X1 14 1 1X1 1 1 (Q 1/27(1 1/1 A)75f/ 1/1 Hv1IX NN 'IND (1) 1/2X2 3/16 M49 DE - (ITP) WELDER' CUP 1 11 I Mfg 11X11 4 111(1 11 ` 12 - 1 2X2 16 M49 11X2 A125T I IXI 1 1 THICKNESS GAUGE , FRSI GHT TO SHOP WELDED OUP fdOILARES 1 2 WKX NUE) 11 1 2X2 I M/ 12X2 - 12X1 1 1 ' 16 1 1X2 16 M49 1 2X2 25 11X1 1 1/3251 4 1 1 2X1 16 M49 1 2X2 257 1 1X2 A125I 1 - I1 1 X 1 14 A3D2 N 1 X I ]A AM- 14 11 1 4 1 1 2 - " 1 1 2X2 16 M{9 DC IIS! 1 270 AT2 I15 12 1 2X? I6 M19 - 1 2S2 AT 1 tX2 ' SAFETY INffCAU1XR4 •i i. PURLINS DOWI ALLOW BLOOLNG'TO BE A 2 x ,6 , _ > } _ FALLING HAZARD TO THOSE BENEATH f - . ! . 1%2X1 1/4 X01if , PURLIN )! .• , THE ROOF.-. WORKERS SHOULD WEAR , - + WOOD BLOCKING +' a .. OSHA APPROVED HARD HATS. 2 1/2 FfJEQ NUF •'e A `rte 0 T ` 2„ NOTCH « •2" NOTCHs-: ® . ` RIGID FRAME + e , ;A r } • a n - s ^ . _ _ y " .. c' t, '`> _ FOR AMI -ROLL CTID OR - .yi - i, • Y r 7.112' •: 4 • « ` - ' : . - PURLIN SPACING - a - :` s r. WES REINFORCEMENT CLIDI/1', - "1 " N " -- • .. - - + • r •' I* "' r - , -' - r ` 1/4 GE `Of'1gN s -' THE FOLLOWING FLANGE THICKNESS CONNECTIONS REOIIIRE THE USE OF SHOP WELDED CLIPS. (SEE CONNECTION DETAILS.) -. - f 4 " i > - r _t. ' - ,'PURLIN SPACING + 2" / 1 j ., RAFTER -:. ' 21 XII OR AS /N THICKNESS GREATER - TWVI I/i WITH ` ... BUTTON HEAD BOLT .. - w ' - •" •' .. r ... F ., •. r -, ,• / (Q 1/27(1 1/1 A)75f/ 1/1 Hv1IX NN 'IND (1) 1/2X2 3/16 M49 DE - (ITP) WELDER' CUP _ RAFTEWLUMN SECONDARY AT NAIL ZEE CARTS ONLY r1/7' A3251 BOLT; FIUAUN•10E MEMBER 1/Zi BLJfTON HEAD BOLT NUI INCLUDED) OUIRED FOR PFD AND NON LAPPED MEMBERS - - •' Straight purlins ore o necessity. Zee sections hove a n0turol lentlenry to roll out of plane deflect horizontally. This be by forcing the into + "' s. ,, • f . - ' t. - , 4 - ' SAFFIY PRECAUTION: PUT WORXER UIV4 FIRST. SSHOP EE MAY VARY M - SEE VARY BSDIAA THICKNESS GAUGE , FRSI GHT TO SHOP WELDED OUP fdOILARES 1 2 WKX NUE) and must corrected purlins proper plane Typical blocking is shown �A 2 6 minimum board size -should be, q (W THROUGH 151 GRI AND SHOP WELDED OID) and spacing. Wood blocking is recommended as one method to accomplish.this. , ,t construction of wood above. x used. Refer to the cross section framing drawings that accompanied the building to determine v 1 - I1 1 X 1 14 A3D2 N 1 X I ]A AM- ., the purlin size and spacing" Measure the purlin flange and cut notch in board accordingly. - I15 X I 1 4 AI(f1 BB 1 1 X 1 1 1 Purlin Blocking •t >I I X114 X114 A R. 11 11 144 X I 1 4 ' Before installing the roof panels and insulotion, be cerloin that the purlins ore straight and at 9P' !, - 1 1 XII / BR 1 X 1 14 1 14 I I I to the slope of the roof. Use Wood blocking to assist with purlin alignment if adjustment is - yi T •needed. Stort-with one row of temporary blocking in the center of the boy. .Use additional rows .. -- '"- • f. "' _ ' • _ •6,. :• of blocking if needed to maintain straight purlins. As sheeting progresses to within one panel• `1• "' •+ _ `' • - - 1' _ width of the blocking it should hold the purlins in alignment allowing the blocking to be removed -, a -� BYPASS SECONDARY FRAMING CONNECTION, BOLT REQUIREMENTS Move blocking to next bay as the erection progresses. ;-PURLIN BLOCKING, STANDARD PURLIN LAP BS01 P s GE02 RFO1 AA AA BYPASS CONDITION - - - AA " .r ,� }. •� "- i - ` - Y! (IMERMEDIATE BAY SAVE STRUT °� •i ' INTERMEDIATE BAY EAVE STRUT ? svEtr Pr¢wniaR; . - • - "•, SAFETY 4 ,- _� S _ _. WORKERS SHOULD ALWAYS WEAR ' VARIES PRECAMON: EACH WORKER SHOLU) fff TRANED •' SAFET>' PRECAUTION: woRXER PERSONAL PROTECTN>N EOUIPHENT . - ,- A a rH F WORKERS ALWAYS WEAR CLOVES WHHANDLING UETAL r - GLOVES S wri HANOIwG METAL SURFACES wRH SHARP EDGES. 4 TO USE 1M SVM AND MOST PROMICIK ERECTION TECHNIOUES. SHOULD ALWAYS DEET OSHA STANMRDS. - SURFACES WRH SHARP EDGES. .., > T ' - PURLIN - t _ i RIDGE BRIDGING •y CLIP , - CLRB_ _ 1/2X1 AT T/ • PURLIN _ - HX 1/2 HVHX NUT • - r • •s _ (2) REQUIRED PER - _ .. -. •i'd - _ .-- t w •- _ `. 1/2X1 1/4 A3257/ _ - EAVE STRUT END CONNECTION •},� 'Y I.. . 4 r 4 •'.i _ ; - v t 1/2 HVHX NUT (2) REQUIRED PER t .. • e — — — — — — _ _ _ - _ S. - ' • a EAVE STRUT END CONNECTION 1/2X2 P325T/ -. - - • L. - - do.4 - .. _ , ' _ .. - 1, f . ,. .• _ _ - I/ 2 HVHX NUT r r lL) REOUIRED' PER i • SAVE STRUT END CONNECTION ' •>, - .. ' . (2) 1/7X1 1/4 ARST/ - ,� • • - • Z 1/2., - _ f ` -' REINFORCING,EAVE STRUT PLATE 4' ,4 I/1 HVNI( NUI OR AS AN OPTION _ a r • ESPR (1) 1/2XI 1/4 A315T/ 1/2 !MR MITI •. r 'a - r • r • AND (1) 1/D2 3/16 M49 R- MAY VARY , , Y - - - STRUCTURAL TYP' v _f EINE STRUT BRACKET ' (SHOP WELDED) + _ • EAVE S1RUi BRACKET (SHOP WELDED) ' , SEE BS01M r - 1 1%�ENER(S) • - .. ., - - .. " _ _, . �� •" r. r L _ '.I a • ,RAFTER FLANGE THICKNESS " A f 1° - ENDWALL RAFTER - OUTER THAN 1/Y i '" '- r~ F q. ...r r • J a _ COLUMN . }"'. - ' h • r ' COLUMN •. • t _ WITH SHOP WELDED LT1P. • v'• (TYPE MAY VARY) - ' (TYPE MAY VARY) - SEI DETAIL RF54W - = y. PURLIN, CONNECTION DETAIL AT ENDWALL FRAME RF03R RIDGE BRIDGING CLIP:' CONNECTION' DETAIL - >RF05 LOW/HIGH SIDE EAVE STRUT 4 CONNECTION (BYPASS GIRTS) RF31 R LOW HIGH SIDE EAVE STRUT CONNECTION BYPASS GIRTS RF31 R8 BYPASS, IVSD k R115H CONDITION ' - • -AA • -,R i - - '' AA .•ALL RAFTER/COLUMN FLANGE WIDTHS,- ` - - -. AA ALL RAFTER/COLUMN FLANGE WIDTHS WITH REINFORCING PLATE AA r - - • .. ' -rj 'Y "` ` 4 • • SAFEIT PRECAUTION: ';].r , ., , .. • •-f`J' p r ..I , e 1 .. END BAY , •l EAVE STRUT WORKERS SHOULD ALWAYS WEAR 4.. - •' PURLIN - - ' • - - • �� ' - ` - : . f. • CLOVES WHEN HANDLING METH SURFACES WITH SHARP EDGES. .. r _ - .6 4 + ,; ,r}-•' - - , «. - , .. .. - - , . I w • • ,,, , •1/2X1 1/4 A325T/ r ' ANTI ROLL CLIP r •' ' {• . I 'ROOF - " J • T 1/2 HIVHX NUT: CL -12 = 8" PURLINS INSTALL ADDMONAL ROOF FASTENER( S' PANEL •,' « "• ' _ . - CL -13 = 9 1/2" PURLINS AT ANTI -ROLL CLIPS, IF REOT BY DESIGN - - " CL -14 = 12" PURUNS - f�W + sL. PURLIN .A • 4- -. y, . • . .,.. . . _- F- �' - r w L ROOF MAIN FASTENER(S) ER�� O ; • + • i - "'' . • .` I/ 2X 1 1 /4 A325T/ - - . 12. } 1/2 HVHX NUT ' (4) REOUIRED PER. . • - .. ". ' EAVE STRUT END CONNECTION '} -. - . - - - 2) 1/2 A325T/ •" r .. .- - " , r , • 1/2 HVHX NUT • + 4 77 ' • ' , ANTI ROLL CLIP RFSOA ! •.' •♦ - . .' ,. • C1 -t29 = 8" PURLINS L�L r M . -* LAVE STRUT BRACKET '' - r RAFTER .. • CL -13 = 112" PURLINS . _ CL -1a = 12",PURUNS .. .. RAA _ • , • - _ Y APR 2 2 1 (SHOP WELDED) - r SIMILIAR - ,. - - ENDWALL RAFTER - . • , QROF `C� - CORNER COLUMN• SAI.WAYSAFEIT WEAR APPROVED LYE f' - r .� - SAFETY PRECAUTON: - �. O " (TYPE MAY VARY) ' - ' ( •' - PROTECTION WHEN OPERAnHG OmtEs OR ELECTRIC SCREW GUNS. - ' . r . .. a '. - r 'POI WORKER 54FEh' FIRST.. .. O ,. lJr •••� - _ Y - !• - - - rSTRUT - i„ t } T a - THE REG=RED PROFfmOHAI. �� LOW HIGH SIDE EAVE CONNECTION BYPASS GIRTS * RF32R ANTI -ROLL DETAIL UPHILL ` RF50 (ANTI—ROLL DETAIL r / RF51 o«TMESEDawNGaEwaa D y `' �� ALL RAFTER/COLUMN FLANGEWIDTHS• RIGID FRAME RAFTER / n * — - -AA gENDWALL RAFTER LONG SPAN III PANEL _ BA RT,NEM,u.aFA�E W C 71338. 9 iS7 ; ' Arm aoES HorsERVE As . - _ , _ _ _ _ � OR 0.F➢RESEMTNE PRaIECT - EXP.12-31-20(1' r . : DRAWING STATUS: CHARLEY MCCAULEY .: • FOR PERMITS ONLY' ��.f ' ` - 2sso�oulSAVE _ CIV 1�- �Q 4pF t - • I • �:"'• . ! { - OROVfLLE, CA 45966 '•1 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AA�RIC:L�i BUII�iA1GS .SL� •. ' + ' - i - .• _ '_. JOB NUMBER SHEET: ir.,�cm»,r' _ OF CAL` NO - RELEASE / REVISION DWN: / CKD: ENGR DATE ' O ' ` RELEASE/ REVISION ELITE STEEL BUILDING SYSTEMS -i• ," - + _ "SED + s _ DWN: / CKD: ENGR DATE W 17601270 -004 Me'Mw 0 PLANS FOR PERMIT JT / MO 04/27/2017 CHARLEY MCCAULEY 2660 LOUIS AVE OROVLLF- CA 95966 /REVISION I OWN: /CKD: I ENGRI DATE 1201RELEASE /REVISION OWN: /CKD: ELITE STEEL BUILDING SYSTEMS ENG DATE IT I JT / I MO I 04/27/2017 APR B ggjf E 0 F TME REGSTERED RROFES9m+At ENGi- hEERWHO5F5EAllPVFHRS �i 5 ON THESE DMWRVGS6 EMTDt'ED Lu l� y BS TNEMPNDEACfUFEA c C 713.38 �^ WREPRESEW SERVERS � . DR RE➢RESENYTHE RRO ER EXP 12-31-20 t } ' FNGINEFR OF REmRD HHD SHnIl HDT BE mHSibEREDASSWi DRAWING STATUS: FOR PERMITS ONLY sl CIVI\- �P SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 CAN.BL)nDgvGg qlF OF CAL., JOB NUMBER SHEET: o�s�.r . ti W17GO1270 SED -005 MB'MR rs`� SAFETY PRECAUTCH: WORKERS SHOULD BE 7RAIHED w �} OF RAFTER INSTALL ADORIONAL ROOF FASTENERS • SAFETY PRECAUTION: THE PROPER ERECTION PROCEDURES fQt ALL JOBS I 4' AT ANTI -ROLL CIIDS. IF REO'D BY DESIGN EACH E WORKER FMSHOULDAN M TRANED D MOST 10 MVC E E TWO _ ION TECHi NIDUES. PURUN v4 214 sum AYO 10 USE I t vo REooeaiEs r- PURLD7 ROOF FASTENER ROOF PANEL / -TOP" MARK - / PURUN WEB REINFORCEMENT QIP jl PI CI (2) 1/2111 1/4 AT257/ CL -15 PURUN WEB REINFORCEMENT CLIP - 1/2 HYRY NUT ANTI -ROLL CLIP - CL -15 CL -12 = 8' ROM , . CL=13 = 9 I/Y PURRS TOP _ � - (2) 1�1 I/AM/112 / PLATE MUST N RAFTER (SEE NOTE) i (2) 1/2X1'1/4 &7257/ (1) lj4l1 1/1 ARA/ J 'TOP' MARK 10 TOP . 1/2 fMl1I A1R - REDID OILY A7 .. PURUN WEB REINFORCEMENT CLIP RAFTER _ CL -13 CONNECTIONS RAFTERCL-15 PLATE MUST BEAR ON ±:Z: T--To RAFTER 'TDP NARK I TE MUST BEAR ON TO 70P AS SHOWN FTER. 'TOP' MARK TOP - - A7 AND - (2) 1/2X1 1/4 ARA/I 1/4CUP IOCAT PURLIN 1/2 HVHX NUT OR AS AN OPTION 1/2 161M NN RARER _ _ (2) 1/2X1 1/4 A72A/ (Q 1/21!1 1/4 ARA/ 1/2 RM MIT 0IIZX1114 A325P W HVHX NUT OR AS AN OR FOR 1/Y FLANGES NOTE: WHEN ATTACHING Q-15 USE 7W0 BOLTS. 12 HYHX NUT OR AS AN OPTION 1NUT AND (1) 1210 3/16 M49 a - (I7P) VARY OPTION IT)1=1 V4 A32STI 12 HVHX NUT AND 3'16A4A9 DE•ttP MAY VARY. 1/2)2 ARA/ 1/2 HV1IX TOP BOLT LOCATION VARIES BY MEMBER DEPTH. II/1 WI � BSiDIAA BSDIDQ AA AND (1) I/210 3/16 A449 R - (IYP) - MAY VARY SEE BS01AA - PURLIN WEB REINFORCEMENT CLIP DETAIL RF53 PURLIN WEB REINFORCEMENT CLIP DETAIL RF54 ANTI* ROLL CLIP DETAIL RF57 LONG SPAN III PANEL BA AA PURUN WEB REINFORCEMENT. QIP REOUIRED - AA CHARLEY MCCAULEY 2660 LOUIS AVE OROVLLF- CA 95966 /REVISION I OWN: /CKD: I ENGRI DATE 1201RELEASE /REVISION OWN: /CKD: ELITE STEEL BUILDING SYSTEMS ENG DATE IT I JT / I MO I 04/27/2017 APR B ggjf E 0 F TME REGSTERED RROFES9m+At ENGi- hEERWHO5F5EAllPVFHRS �i 5 ON THESE DMWRVGS6 EMTDt'ED Lu l� y BS TNEMPNDEACfUFEA c C 713.38 �^ WREPRESEW SERVERS � . DR RE➢RESENYTHE RRO ER EXP 12-31-20 t } ' FNGINEFR OF REmRD HHD SHnIl HDT BE mHSibEREDASSWi DRAWING STATUS: FOR PERMITS ONLY sl CIVI\- �P SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 CAN.BL)nDgvGg qlF OF CAL., JOB NUMBER SHEET: o�s�.r . ti W17GO1270 SED -005 MB'MR rs`� SAFETY PREGUNON: EAVE STRUT - , LL COLUMN 8' OR Lw 1 COLUMN SECONDARY DOUBLE ENDED BOLT 1/2" /3251 BOLT 1/2" A32ST BOLT FLANGE FRAVNG REOUIRED REQUIRED FOR REOUIRED FOR THICKNESS GAUGE (SUPPLIED W17M (2) 1/2 HVHX N NAPPED MEMBERS NON LAPPED MEMBERS (REQUIRES 1/2 HVHX NUL) (REQUIRES 1/2 HVHX NUT) R b RECOYMENpED THAI ALL WOR12R5 -EAR STEEL TOE SHDES Wn11 %TOIARSAL (BUBO. EYE PROTECTION, AND HARD HATS. - 0.-4 m•P• ) STRUCTURAL FASTENER ($) 1111 1 4 17X? AT15T 1/2 Km NUT W 2 H WASHD6 PER BOLT 17" GDR$ 1/2X2 A325T/ < 3/8' 11 - 16 1 2X2 ] 16 Mq9 DE 1 xXl 1 4 A335T 1 2%1 1 4 AS25T 16 1 2X2 3 16 A449 DE 1 2%1 1 4 A325T 1 2X1 1 4 A}257 t5 1 2X3 3 16 A449 DC 1 2%1 1 a A325T 1 2x1 1/4 A3 ST 3/8" 14 t 2X2 ] 16 M49 OC 1 2X1 1 1 A325T 1 2X1 1 4 A325T _ 13 ,/5 2X2 3 16 A449 DE 1 2x1 1 4 A3257 1 2z1 1 4 A3251 .. 2 X 6 WOOD BLOCKING ( 9Amr PREwnw ; - BY OTHERS)1210 DO NOT STEP. SR OR 0.W8 ON WALL TOTADHERE - IOTNb PREEAIXNDN MOR WE SMM AY URERESULT SERIOUS RAIURY. GIRT SPACING RIGID FRAME COLUMN (�• UN.) 142 "a NUI (2) H WASHERS PER BOLT AND 0.-4B (t) PER Q-4 1 4 AT25T / / / I/2 HVNX NUT 12 1 2X2 3 16 Aaag DE 1 2X2 A325T 1/2X1 1/4 A3257 11 1 2X2 3 16 M49 OE 1 2X2 A3257 1 2x1 1 4 A325T 16 t 2z 3 16 A449 p 1/2X2 A325T 1 XI 1/4 A3 T is 1 2z2 ] I6 Mag 0 1/2X2 A325T 1/2X2 ASIST 14 1 2X2 3 16 A442 DE 1/2X2 A325T 1/2X2 A3257 1/7 i} 1 2 3/16 M49 D 1 % A3 1 X A3 ST 12 1 2X2 3 16 M49 OE 1 2%2 A335T 1 3%1 A325T 11 1 2X3 5 B A307 DF 1 2z2 A325T 1 2x2 A3251 5/8" 11 - 16 1/2X3 5/8 A307 DC 1/2%2 A325T 1/2X2 A325T x 3/4" 11 - 16 1/2X3 5/8 A307 DE 1/2X2 A325T 1/2X2 A325T 1" 11 - 16 1/2X3 5/8 A307 OE 1/2X2 A325T 1/2X2 L ST 5/8 A307 DE SPECIAL ORDER SPECIAL ORDER TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE. A 2 X 6 MINIMUM BOARD o - WOOD BLOCKING SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS TO DETERMINE THE II • GIRT (BY OTHERS) GIRT SIZE AND SPACINGS. = GIRT EXTENSION ANGLE BASE ANGLE • CO'-2 6116' 61B' INSTALLATION OF THE BUILDING WALLS IS GENERALLY DONE BEFORE THE ROOF. BEFORE STARTING THE WALL SHEETING OR INSULATION, CHECK TO BE SURE THAT THE EAVE STRUT AND GIRTS ARE BOLT REQUIREMENTS FOR SECONDARY FRAMING CONNECTIONS BSO2 TO THETPROPERANDLLENGTH AND GNSTALLTHEGBETWEEN THE LINES CUT OF GIRTSBTHIISWOODING BLOCKING CAN BE GIRT BLOCKING MOVED FROM BAY TO BAY WHICH WILL REDUCE THE NUMBER OF PIECES REQUIRED. NORMALLY, - GE03 AA INSET GIRT CONNECTION TO COLUMN —WF01Q AT COLUMNS AA. ONE LINE OF BLOCKING PER BAY WILL BE SUFFICIENT, -RDEF GDRTDFJ'TH CLIP II) I/IIi i/1 AT1A/ - •-ENDWALL O-4 IllNVIIX NUf COLUMN GIRT DEPTH ' i/2X1 1/4 A32A/ AND (1) 1, 3/16 M49 DC - (M.) 1/1 HVHX NN 1/1X1 1/4 AIM/ MAY VARY CORNER COLUMN • F 1/1 . NN OR FOR FMN3S 7/1V - I' SEE BSO1M I I (1) 1/2X1 1/4 AAA/ STRUCTURAL FASTENER($ r I > COLUMN FIANCE TMCKNESS ' 121(1 1� 1/2X2 AT25i/ GREATER 1WW I/2' 1/2X1 1/4 A3251/ I j1/ I/4 ARS/ I NUT AND 1/2 HVHX NUI WITH SHOP WELDED CUP 1 2 FNHX NUI 1/2 MIX NUI I 1 3 15 M49 R ()1 A CORNER COLUMN DETAIL WF12RM COLO •, I MAY VARY SEE BSO1M —SEE x COLUMN FLANGE THUCKNESS (1) 1/Ql 1/1 A1251/ GREATER THAN 1/7' WITH SHOP a a - 1/2 HVHIX NUT WELDED CLE SEE DETAIL WF58RM (Q i/D2 3/IB A49 BE - (IYP.) r I c MAY VARY • ut u SEE BSOIAA _ _ _ _ _ _ OSEEBS02AA GIRT EXEIISON ANGIf COLUMN FLANGE THICKNESS GREATER THAN 1/2- s SECTIONGEA WITH SHOP WELDED CUP SEE DETAIL WF58RA NOTWITE — — — o 2 DE BOLT IN PLACE, E ATTACHED UTER ZEE GIRT CAN BND WITH STRUCTURAL FASTENER($) NOT AEOU6ED IF � wOPEN AS REaD AS REaD 11/2 A325T BOLT ADD TIONL NUT ON 1/2 DE BOLT. SIDEWPLL L CLIP COLUMN-2AT NOT REOIARED 6 OPEN ENDWALL RUSH ENDWALL CRTS / NP. V-7 I AT INSET ENDWALL GIRT$ 1 4 - 7-7 Al 8- BYPASS ENDWALL - 7-31 AT 9 1/7' BYPASS ENDWALL 1/2X2 3/16 A449 DE BOLT - TYP - SEE BS02AA 5 1 AT 6' OR 9 I INSET RUSH ENDWALL ' NOT REQUIRED E OPEN ENDWALL CORNER GIRT CONNECTION BEAM & COLUMN CORNER COLUMN WF01RQ BYPASS LAPPED ZEE GIRT CONNECTION WF02R CORNER GIRT CONNECTION (RIGID FRAME CORNER COLUMN) WF04 BYPASS GIRT TO COLUMN CONNECTION LAPPED GIRTS ONLY WF10RA BYPASS SIDEWALL / INSET OR FLUSH ENDWALL AA COLUMN FLANGE THICKNESS LESS IRAN OR EOUA. TO 1/2' AA BYPASS SDEWALL / MASS. INSET OR FLUSH ENDWALL AA STEP TWO AA SAFETY PREC4U11111: ENOWALL COLUMN .. DO NOT $IFP. SI OR CLIMB ON WALL / . OLUMN FLANGE 70 THIS PRECAUIXN NAY REFAISLL N AAAWRE 112 H14R NN SERIDUS [WIRY. GIRT ' (2) 1/2Xl 1/1 AT251/ SECTION A GIRT o GIRT 1/2 94HX NUT DR AS AN OPTION o SECTION B GIRT (1) 1/2X1 1/4 ATEA/ (SEE STEP ONE) HE CUP 0.-4 GIRT M4 TVNUT IIID (I) 1/ZII 3/16 AM9 OL -. 7YPMAY VARY SEE BSO1M GIRT 4N.DTL- COLUMN FIANGC5 COLUMN FLANGE CTIONGIRR LAPS OVER GIRT AT COLUMN RMKiATTACH TO 1/1 DE HOLT WITH 1/2 NUT ANDCSE TION A O D61ALL 1/2 A325T BOLT AT IEMAINPNGTHROUGH FIRST GO TO COLUMN FLANGE BOTH GIRTS AIATTACH COLUMN MNGCWTIH 1/2 DE 80.1 ALD (1) 1/2 NN7/212 3/16 A149 DC B0.T ,� STEP ONE) ;;�1,� � �•)APR 2 8 2ARE SUPPL® WITH Of BOIL, RESERVE COLUMN FLANGE MAY VARY REMAINING NUI SUPPLIED FOR ATTACHMENT OF NEXT GIRT AT LAP. SEE BSOIM c QPOr S/ O STEP ONE STEP TWO �F / THE REGb'fFRED PROFE531aUL Q'P 5 � BYPASS ZEE GIRT CONNECTION TO COLUMN AT INTERIOR COLUMN WF10R BYPASS CHANNEL ENDWALL INTERIOR COLUMN WF60R DN,HE6EADMMXTbEMPDYED " �� COLUMN FLANGE THINNESS 1f55 THAN OR EQUAL TO 112- �, �, BTTNEAKMFACR ER W C 71338 y AND DOES Nor SERVE AS 011 REPRESENT THE PRDIECf DI XEEROFRETARDNTD91 EXP 12-31-20bl NOf BE 071dOERE0 A35UQL DRAWING STATUS: CHARLEY MCCAULEY FOR PERMITS ONLY 2rsoLouISAVE �'> CIVIL -9jF OROVILLE, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AAMCA.1 BLTII_)INGS JOB NUMBER - SHEET: R tiv® . m,,,4,; OF CA`` RELEASE /REVISION DWN: / CKD: ENGR DATE O ELBE STEEL BUILDING SYSTEMS RELEASE /REVISION DWN: / CKD: ENG DATE 0 0 W 17 G 01270 SED-006 M R - - PLANS FOR PERMIT JT / MO 04/27/2017 �f^• SECT SAFEfI' PREG4/110M O 6 RECO..ENOED 7-7 ALL WORKERS WEAR STEEL TOE SHOES WNH uETOTARSAL GUARD• EYE PROTECTION. AND HARD HATS. /2XI 1/4 A851/ - wdx MR (I) 1/2X2 3/16 A449 DE - (M.) Y' VARY - (2) 1/2X1 1/4 A3257/ r BSD1AA e f 1/2 HVM NUT' SECTION A GIRT CONNECTION TO ' COLUMN FLANGE 1/2X1 1/4 A325T/ 1/2 HVHX NUT . (NO WASHERS REQUIRED) SAFETY PRECAUTION: GIRT . r - WORKERS SHOULD BE TRANED DI L2) 1/yIl 1/4 AM/ - - - COLUMN THEPROPER ERECTION PROCEDURES FOR ALL . • - ' COLUMN - (1) Igo - I/2 HVM NUf FRAME BRACE SECTION B CLIP (HO • ' (1) I/2X��1 I/4 A32A/ WO NUT .. GIRT WH (2) I/1 H -WASHER$ - (ONE UNDER THE BOLT. HEAD AND ONE UNDER THE .. .q PURUN / GIRL e . SHOP WELDED ) (2) 1/2X1 1/4 ASM/ (1) I/W 3/15 A1192 D[ -- PVj BY DESIGN AS NOTED ON ' 1/2 HVM NOTMAY VARY SEE BSDUA BRACE ANGLE . - BOTH SIDES IF REQUIRED BY DESIGN AS NOTED ON (SPACING SPECIFIEDBY DESIGN) COLUMN FLANGE TrOO(NESS GIRT[1 O O EIAA4(:AS ' COLUMN— DRAWINGS 1/2 MAO( NUT W/ (2) H WASHERS PER BOLT ' _ GREATER THAN 1/2- c� WALL PANEL LINE z � I � \VIS a 1 - I, - _ _ _ ' O SEE BR91AA • J WITH SHOP WEEDED QIP SEE DETAII WTI _ _ D 0 0 @ — /S' 0 0 c = 1/1X1 1/1 ASbI/ 7 U "I t6L — — — 1/2 NNO � STRUCTURAL FASTENER(5) 12X1 1/4 FRAME BRACE A3 1/2%1 1/4 A3257/ ' SECTION (4f PER CLIP7""—STRUCTURAL 60C16- (8" & 9 1/2" GIRTS) 1/2 HV NUT' 1/2 HVHX NUT WITH (2) 1/2 H WASHERS GIRT ATTACHES BELOW CUP UfILBY (;Up -4 - I SEE BR96WAA 95C14- (12" GIRTS) WITH (2) 1/2 H WASHERS VARIES (ONE UNDER THE BOLT HEAD vARffS AS SHOWN. FRAME BRAC[[ (AS PER DESIGN) 1/2X1 I/1 A3251/ .OL SEE BR96YA4 FRAME BRACE IB-_ BOTH SIDES - 1/2 HM NUI IjIXI 1/4 13251/ UTILITY CUP CL -3 NO IT REQUIRED BY DESIGN AS NOTED ON . _ 1/2 HVIO \Il THE BUILDING ERECTION DRAWINGS GIRT CONNECTION TO BASE UNE (2) PER CLIP (NO WASHERS REOUIRED) - ' CUP SHOP WELDED TO COLUMN FLANGE ANCHOR RODS ' - - - (BY OTHERS) FRAME BRACE RAFTER OR COLUMN NON -LAPPED BYPASS GIRT I WF58R I BYPASS NON -LAPPED GIRT CONNECTION TO COLUMN WF61R .FRAME BRACE BR17 TYP. AT CORNER COLUMN OR ANY SINGLE BYPASS 2EE TO COLUMN AA AT COLUMN FLANGE THICKNESS LESS,THAN OR. EQUAL TO 1/2' - FOR BYPASS GIRTS AA FOR BYPASS PURLINS / GIRTS - AA • , - ' • r ENWNEER WHOSE SEAL APPEARS ON THESE DM -I 5 EASNOTFD • BY THE MANUEACNRER . � .. AIW GOES NOf SERVE AS - - OR REPRESENT THE PROTECT - ENWNEER OE REODRO ANO S1t011 - , NOT BE mNLDEREDAS SUDS. " CHARLEY MCCAULEY DRAWING STATUS: 2660 LOUIS AVE FOR PERMITS ONLY OROVLLE• CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 )UMMCALN B=INGS ELME STEEL BUILDING SYSTEMS JOB NUMBER SHEET: RELEASE / REVISION I DWN: / CKD: I ENGRI DATE IN01 RELEASE/ REVISION I DWN: / CKD: TE—NGRI DATE W 17601270 SED -007 M13 -MR FOR PERMIT JT / MO 04/27/2017 . m A APR 2820 4R�F /O�i OR co C71338yr EXP 12-31-20 t} �l CIV0- qTF OF CALl (NO WASHERS REQUIRED) GIRT - L2) 1/yIl 1/4 AM/ I. 1/2 HVHX NUF OR 0.S AN/ OPTION[ (1) Igo FRAME BRACE I/21NkIX�HUI NO (1) 1/271 3/16 6119 LC - TIP GIRT 807H SIDES IF REQUIRED WAY VARY BY DESIGN AS NOTED ON FRAME BRACE SEE BSO1M BRACE ANGLE THE BUILDING ERECTION BOTH SIDES IF REQUIRED BY DESIGN AS NOTED ON (SPACING SPECIFIEDBY DESIGN) DRAWINGS THE BUILDING ERECTION 1/2X11/4 A325T/ EIAA4(:AS ' COLUMN— DRAWINGS 1/2 MAO( NUT W/ (2) H WASHERS PER BOLT ' _ - c� WALL PANEL LINE z � I � \VIS a CBA4 (IF APPLICABLE) CBA -LENGTH (IF APPLICABLE) 10._0'. O.C. (MAX.) - - _ _ _ ' y SEE BR91AA • J _ _ D 0 0 c = 1/1X1 1/1 ASbI/ FIELD ATTACH CPB -1 - 1/2 NNO � STRUCTURAL FASTENER(5) 12X1 1/4 BRACE CHANNEL A3 1/2%1 1/4 A3257/ 1/2X1 1/4 A325T/ - (4f PER CLIP7""—STRUCTURAL 60C16- (8" & 9 1/2" GIRTS) 1/2 HV NUT' 1/2 HVHX NUT WITH (2) 1/2 H WASHERS UfILBY (;Up -4 - I SEE BR96WAA 95C14- (12" GIRTS) WITH (2) 1/2 H WASHERS VARIES (ONE UNDER THE BOLT HEAD vARffS (ONE UNDER THE BOLT HEAD FRAME BRAC[[ (AS PER DESIGN) 1/2X1 I/1 A3251/ .OL SEE BR96YA4 AND ONE UNDER THEN NUT) AND ONE. UNDER THE NUT) 1/2 HM NUI UTILITY CUP CL -3 FASTENER(S) _ \Il BASE UNE (2) PER CLIP - ' COLD -FORMED COLUMN ANCHOR RODS ' - - - (BY OTHERS) FRAME BRACE IBR17A COLD -FORMED INTERIOR COLUMN FRAME BRACE BR17B GIRT BRACING CROSS SECTION BR89 INSET AA FOR BYPASS GIRTS AA 8"• 9 1/2" AND 12" GIRTS I AA • , - ' • r ENWNEER WHOSE SEAL APPEARS ON THESE DM -I 5 EASNOTFD • BY THE MANUEACNRER . � .. AIW GOES NOf SERVE AS - - OR REPRESENT THE PROTECT - ENWNEER OE REODRO ANO S1t011 - , NOT BE mNLDEREDAS SUDS. " CHARLEY MCCAULEY DRAWING STATUS: 2660 LOUIS AVE FOR PERMITS ONLY OROVLLE• CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 )UMMCALN B=INGS ELME STEEL BUILDING SYSTEMS JOB NUMBER SHEET: RELEASE / REVISION I DWN: / CKD: I ENGRI DATE IN01 RELEASE/ REVISION I DWN: / CKD: TE—NGRI DATE W 17601270 SED -007 M13 -MR FOR PERMIT JT / MO 04/27/2017 . m A APR 2820 4R�F /O�i OR co C71338yr EXP 12-31-20 t} �l CIV0- qTF OF CALl BASE ANGLE (ENDWALL) i TAPE MASTIC URETHANE CAULK . 9-20 BASE FASTENER (BY OTHERS) WALL PANEL 3/4 TM GTS OUTSIDE CORNER FLASHING 1/4•. ODNCREIE ANCHOR (Min) FCR J•- I 3.-0. OC (Ida.) ' • EAVE CLOSURE BASE ANGLE (SRIEWALL) EAVE CLOSURE FLASHING FLASHING M_20 I V" WALL MAIN FASTENER($ - " )17X1 1I4 I • LAVE SUPPORT - " I I _ INSIDE CLOSURE FLASHING \ — —' • -. # (IF ORDERED) .. .. - .. BASE ANGLE 1 1/24 OJERNANG 8A 20 \ \ _ EAVE STRUT - GRADE 2• ti BLIND RIVET • 1/8 RIVET - (3) PER LAP ` CORNER BASE ANGLE- e - OUTSIDE CLOSURE LOA] ' FBC-1 1 BLIND RIVET 1/8 RIVET ' (6) PER LAP _ - LONG" SPAN III PANEL (•) " *CLOSURES AT BASE ARE NON-STANDARD UNLESS SPECIFICALLY ORDERED. BASE ANGLE DETAIL BAO) SECTION AT BASE ANGLE I BA02 OUTSIDE CLOSURE INSTALLATION -AT EAVE EA37 OUTSIDE CORNER FLASHING FL08 " AB ARCHTIECTURAL R,. ARDiITECTURAE 'V' RB OR LONG SPAN III WALLS IAB LONG SPAN III WALLS _ AB LONG SPAN III WALLS - AB THINGS TO REMEMBER 1. THINK SAFL"Tl'. 2. CARE FOR PANELS IN ACCORDANCE W17H ERECTION GUIDE. SAFETY PRECAUTION: WORKERS SHOULD BE TRAINED IN THE PROPER ERECTION PROCEDURES FOR ALL JOB —— — — — — — — — INSULATION GIRT,BASE ANGLE. 3. ALIGN GIRT. 4. PLUMB FIRST AND EVERY PANEL. I LONG SPAN III PANEL (TYP.) GABLEIE S TRUT ANGLE R 5. CHECK COVERAGE ON EVERY PANEL. 6. FOLLOW SCREW ATTACHMENT SEOUENCE: �� CAP FLASHING I WALL STITCH FASTENER(S) WALL MAIN FASTENER(S) 2 (TYP. AT SIDELAPS, SEE NOTE 23(NP. TRAILING TO LEADING. II FCPt /�1 (SEE NOTE I) SEE NOTE 1) 14X3/4 DETAIL "A" ®12X1 1/4 TOP 7D BOTTOM. - II TRIAL INSULATION AND / 2'-0'• O.C. VEI 193UY O.C. "A.. 7. NOT EXCEED INSULATION THICKNESS TURN VIKYL BACK INSULATION MUST NOT BE EXPOSED TO II II / DETAIL (4"" MATO 'L , WEATHER 8. DO NOT -RATCHET" OR OVERTIGH"DI WALL PANEL "DIMPLING". < WALL PANEL -\II II WALL TRIM FASTENER(S) " THIS SCREWS. THIS WILL CAUSE 9. USE THE FIAT Of THE LONGSPAN PANEL TO APPLY PRESSURE WHEN INSTALLING. �" II II II — 11413/4 O.C. + NOTE: (SEE EXAMPLE) II II II ° 1 RpIRED CLO J " 1•_p 7'-p•• 1'-0" 10. DO NOT USE ABRASIVE SAWS OR OTHER CUTTING TOOLS WHICH PRODUCE_ HOT METAL — —U I„I , a e OR BUILDINGO% 1 1/1 . 12 OR IEA ” PARTICLES OR BURNED EDGES. BASE ANGLE j ° � - NOTE: " THESE METHODS WILL DAMAGE THE • II - 2. CAP F"NG, FCPi OUTSIDE CLOSURE 1. WALL FASTENER(S) REQUIRED AT SIDEWALL PAINTED AND FINISH AND WILL VOID REOUIRED FOR BUILDING SLOPES ( NOTE 1) AND ENDWALL GIRTS, BASE ANGLE, EAVE ANY WARRANTIES. USE DOUBLE CUT SHEARS. ES. USE D GREATER THAN 1 112: 12 STRUT AND GABLE ANGLE. FASTENER LAYOUT NIBBLERS OR OTHER CUTTING DEVICES WHICH NOTE: BASE MAY BE DIFFERENT SHOWN ALSO APPLIES FOR LINER AND PARTITION PANELS. DO NOT PRODUCE HOT METAL PARTICLES OR ISSHMEMBER FROM WHAT 15 SHOWN. _ 2. PANEL STITCH FASTENER(S) AS SHOWN REO -D. BURNED EDGES - ONLY AT PANEL SIDELAPS OR AT FLASHING ' LAPS AND FLASHING TO PANEL CONNECTIONS. PANEL INSTALLATION NOTES GE04 SUGGESTED INSULATION DETAIL AT WALL PANEL BASE IN02 PANEL CLOSURE DETAIL AT RAKE RA 01 FASTENER LAYOUT WCOS LONG SPAN III WALL PANELS AB AA ARCHITECTURAL EL ARCHITECTURAL 'Y° RIB OR LONG SPAN RI WALLS AB LONG SPAN III WALLS AB GOOD ALIGNMENT OF THE FASTENERS WILL GIVE A PROFESSIONAL APPEARANCE OF SHEET INSTALLATION. THIS CAN BE ACCOMPLISHED BY PRE -DRILLING HOLES IN THE SHEETS AT IDENTICAL LOCATIONS. UP TO 15 SHEETS CAN BE STACKED TOGETHER AND DRILLED WALL MAIN FASTENER(S) (TYP) _ 912X1 1/4 BACKLAPPING THE PANELS V OR 2' IS ROUTINELY'DONE TO MATCH PANEL COVERAGE WITH THE USING A TEMPLATE SHEET. USE 1/6" OR 5/32•• DIAMETER DRILL BIT FOR SHEET TO / 7 1'-0"-O.C. BUILDING WIDTH AND LENGTH. ON THE`SIDEWALL THIS IS DONE WITH THE LAST PANEL INSTALLED. STRUCTURAL FASTENERS. AND A 1/4" DIAMETER BIT FOR THE SIDELAP CLEARANCE HOLES. LONG SPAN III PANEL - ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS. CLEAN METAL FILINGS OFF PANEL SURFACES AFTER DRILLING TO AVOID RUST STAINS. THE TEMPLATE SHEET SHOULD BE LAID OUT IN ACCORDANCE WITH THE BUILDING ERECTION DRAWINGS. SINCE PRE -DRILLING WILL "HAND" THE SHEETS IT IS NECESSARY TO SELECT THE END OF THE BUILDING FROM WHICH THE SHEETING IS TO BEGIN. PRIOR TO DRILLING THE I GIRT LINE OR STRUCTURAL LINE GE GE TEMPLATE SHEET IT SHOULD BE CHECKED FOR PROPER HOLE LOCATIONS AGAINST THE RID RID BUILDING FRAMEWORK. BE SURE THERE IS NO SAG IN THE PURLINS OR GIRTS. I 0 PRE -DRILLED TEMPLATE SHEET I "ALL TRIM FASTENER(S) 114%3/4 \ \ ° PRECAUTION: ALMATS AFAR OSTM APPROVED CLE PROiECNON OPERATNG ORn,c 2'-0'• O.C. OR E1ECIiEC SaEEw GUNS. O f NOTE: FL — — — — — SEE FASTENER LAYOUT WC05AB -Is STACKED SHEETS TO BE DRILLED - A ^ APR H K ` L BLIND RIVET TYPICAL CORNER FLASHING 1/8 RIVET FCR 0 SS/ (6) PER FLASHING IAP NOTE: ` 1 KEEP ENDS OF PANELS ALIGNED "- ENDWALL PANELS SHOWN, SIDEWALLS PANELS SIMILAR LONG SPAN III SHOWN, ARHFFECTURAL III & ARCHITECTURAL "V" RIB SIMILAR. THE aEcartREo pROFTxvoNnE C PRE -DRILLING FOR FASTENER LOCATIONS WC08 CORNER FLASHING DETAIL (OUTSIDE) WC21 PANEL BACKLAPPING r_ 5� EN(.tNEER WHOSE $FAL APPEARS —J �� /_ LONG SPAN III WALL PANELS AB " LONG SPAN 111 WALLS r AB ARCHITECTURAL III, ARCHITECTURAL 'W RIB OR LONG SPAN III WALLS AB e1 THE wuuFAnuaEa 9 AND NOT "J C 71338 m . DOES SflIVEIES .. - OIIREPRESENTT„EPROIECT ENG NEEROFREWRDIWDSNAl1 EXP 12-31-200 _ NOE BE mtdDEAEDAS SUOt 1 F ,y 1C " CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY • - 2660 LOUIS AVE S�'9 C I V' v " OROVBIE, CA 95966 p�P SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMERICAN BUHDINGS %CC NO RELEASE /REVISION DWN: / CKD: ENGR DATE O RELEASE /REVISION DWN: / CKD: ENGR DATE E31TE STEEL BUILDING SYSTEMS JOB NUMBER.* SHEET , nt>�.Ro.aN. Of R : CA W 17 G 01270 SED M 9'MR 0 PLANS FOR PERMIT JT / MO 04/27/2017 -008 win 17 SAFETY PRECAUl1: DO N01 STEP. SR0NOR CLIMB ON WALL ORfS OR UK SIRVIS FARWB TO AWHERC TD TH6 PRECAUTION MAY RESULT IN A 'SERIOUS INJURY. CLAMP AND WOOD BLOCKING BY OTHERS (SUGGESTED) D BLOCKING OTHERS) EAVE STRUT EAVE CLOSURE FLASHING WALL TRIM FASTENER(S) #14X3/4 V-0" O.C. AT PANEL RIBS -• LONG SPAN III PANELS - CORNER FLASHING FCR EAVE SUPPORT FLASHING OUTSIDE CLOSURE (SEE SECTION AT EAVE) GABLE MEMBER / / BASE ANGLE CORNER FBC-1 FLASHING 'ALL TRIM FASTENER(S) 14X3/4 '-0" O.C. AT PANEL RIBS NOTE 5) >LL TRIM FASTENER(S) 14 X 3/4 -0" O.C. AT PANEL SIOELAPS WALL MAIN FASTENER(S) #12X1 1/4 1'-0 O.C. BASE ANGLE E 20 GENERAL NOTES: 1. CROWD OR STRETCH PANELS SLIGHTLY AS NECESSARY TO MAINTAIN 3-0" COVERAGE PER PANEL. 2. PANELS MUST'BE INSTALLED SOUARE WITH BUILDING FRAME. 3. PANEL SIDELAPS STITCHED 2'-0" ON CENTER WITH #14 WALL FASTENERS. 4. USE TOUCH UP PAINT WITH AN ARTIST TYPE BRUSH. DO NOT USE AEROSOL TYPE PAINT FOR TOUCH UP. 5. GIRTS ARE TO BE BLOCKED TO MAINTAIN VERTICAL GIRT FLANGES. FAILURE TO MAINTAIN VERTICAL GIRT FLANGES WILL CAUSE DIMPLING OF PANELS AT SCREW LOCATIONS. 17F /12 X i 114 SALT WALLING COLOR MATCHING HEX HEAD FASTFN O WRHOUI WASHER MARK N0. /12%1 1/4 SUHH 7/0" MPIGTo SHEET TO STRUCTURAL CONNECTIONS (BASE S&OGA'LE ANGLE ARTS. LIVE STRUTC MISCELLANEOUS FASTENERS DESmm""N 1/B' BLIND RNET LLARK NO. 1/8 MET X'�1M1N FLASHING UPS AND FLASHING TO PANEL CONNECTIONS DESCRIPTION 3/16 DAUM RNET WITH WASHER MARK NO. SRV-/ APPLHUlK1N SIDELIGHT SOELAP CONNECTIONS SPECIAL CONDITION FASTENERS /12 X 1 1/4 TEK4 SELF DRIVING CARBON STEEL HEX HUD FASTENER WFIHOUT WASHER MARK NO. /12x1 1/4 SDHHT4 APPLICATION (STEEL THKKHESSES GREATER THAN 12 G AND UP TO AND P(0.UDING 1/4-) TPN STRUCTURAL ATTACTWNTS /12 z 1 1/2 TEKS SELF DRILLING URBAN STEEL HEX HEAD FASTENER WITHOUT WASHER NARK NO. 712%1 1/2 SDHMS APPI N_1110N (STEEL THICKNESSES GREATER THAN 1/4• AND UP TO AND INCLUDING 1/2") FIELD STRUCTURAL AITACHUEHT5 DFy_WPTION DESCIIPIroN Y1 /19 % 3/4 /10 X 1/2 IIjF¶R 'FT�` SELF DRILLING COLOR —CHING HEX HEAD SELF TAPPING CARBON STEEL HEX OFCCRIPTroN FASTENER W111 LIT WASHER HEAD FASTENER WOHOUR WASHER/f0 X 1 1/2 MARK NO. #14X3/4 SOHM MARK NO. /10X1/2 STHH v SELF TAPPING CARBON STEEL HEX MEAD APPLIC T10N APaICAlION T� FASTENER WnN WASHER PANEL SIDELM CONNECT04S, FLASHING TO WINDOW JAMS MULLIONS MARX N0. /10%1 1/2 SIHMW PANEL CONNECTIONS AND OTHER SHEET TO MPUTATIDNH SHEET CONNECTIONS PANELS TO WOOD STRUCTURE. (1/4^ HEX HEAD SOCKET REOUIRED) NOTE: ALL HEX HEAD SIZES SHALL REOUIRE A 5/16" HEX SOCKET UNLESS NOTED. -BASIC PARTS AND PIECES WC61 LONGSPAN WALLS AB USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR AIR TO CIRCULATE. SAFLT' PRCCAUTgN: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN WWDLING PANELS 71E DOWN v ' LONG SPAN III PANELS (MULTI RIB SIMILAR) y TARP OR PLASTIC COVER USE SPACERS BETWEEN BUNDLES ZBLOCK ABOVE GROUND USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR AIR 70 CIRCULATE. SAFLTY PRECALTO ' WORKERS SHOULD AIWA'S WFM GLOVES WHEN HANDLING PANELS. 4DOWN GSPAN III PANELS SHOWN, HITECTURAL III AND TI RIB SIMILAR. R PLASTIC COVER TWEEN BUNDLES TIE TYPICAL CORNER DETAIL AT PANELS WC20 I PANEL STORAGE I RC51 PANEL STORAGE LONG SPAN III WALL PANELS AB LONG SPAN 111 (MULTI RIB SIMILAR) GE51 BB LONG SPAN III, ARCHITECTURAL 111, AND MULTI -RIB PANELS AA BUILDING STRUCTURAL BUILDING STRUCTURAL BUILDING STRUCTURAL PRIOR TO WALL SHEETING ALIGN WALL GIRTS AS SHOWN IN GE03/AA LINE (GIRT LINE) LINE (GIRT LINE) LINE (GIRT UNE) 1/4" 1/2" 1/2" INSULATION (BY OTHERS) IF REOUIRED, SHOULD BE INSTALLED PRIOR TO THE ARCHITECTURAL PANEL INSTALLATION AND CONTINUED IN THE SAME MANNER AS SHEETING BLOCKING #12 1 17/32" /' WALL MAIN FASTENER(S) V. RIB PANEL PROGRESSES ALONG THE WALL / .. 1/4 1'-0O.C. _ INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE PANEL RIB WITH THE STRUCTURAL OR GIRT UNE AS SHOWN. IT IS EXTREMELY IMPORTANT THAT THE FIRST WALL PANEL BE INSTALLED PLUMB USE A SPIRIT LEVEL OR TRANSIT ON EACH PANEL. IT IS RECOMMENDED THAT A SMALL G LONG NE PAN III WALL MAIN FASTENERS) ARCHITECTURAL III WEDGE/SPACER BE PLACED UNDER THE PANEL AT THE BASE ANGLE. APPLY ,TIN #12X1 1/4 PANEL WALL MAIN FASTENER(S) THE WALL PANEL OVER THE INSULATION AND INSTALL WALL FASTENERS AT ALL r_ 514E ¶ON FL MAJOR RIB (OVERLAPPING RIB) 1'-0" O.C. 11-01, 1 0 D(1 1/4 O.C. .C. STRUCTURAL WALL MEMBERS BEGINNING WITH THE TOP MOST ATTACHMENT AND 01R PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEOUENCE). • MAINTAIN EQUAL SPACING REMOVE THE WEDGE/SPACER BEFORE ATTACHING PANEL AT BASE ANGLE. 1 - UP THE ENTIRE PANEL LAP. ARCH. 'V' RIB PANEL NOT ERECT PANEL BY ATTACHING AT BOTH ENDS WORKING TO THE MIDDLE OF OO NOT STEP. sn OR CLWB - (TYP. U.N.) THE PANEL. THIS PROCEDURE PROMOTES "OIL CANNING. ON WALL WRfS OR LIVE STRUTS. EA to To ADHERE LONG SPAN ® PANEL BEARING RIB BEARING RIB INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL AS .. TO THIS PRECAUigN WY RESULT Iu A sERxNFs WURY. ,� (TYP. U.N.) OVERLAPPING SHOWN). CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME ARCH. 111 PANEL RIB MANNER AS THE FIRST PANEL CONTINUE TO SHEET THE WALL USING THIS BEARING OVERLAPPING RIB (TYP. U.N.) 111� Ia- PROCEDURE. CUT PANELS AT DOORS, WINDOWS, LOUVERS AND OTHER WALL II III OPENINGS AS REQUIRED. RIB VERLAPPING RIBEO.E0. E0. E0. E0SHEETING CAN USUALLY BE STARTED FROM EITHER END OF THE BUILDING AND Ft CONTINUED EITHER IN THE DIRECTION OF LEFT TO RIGHT OR RIGHT TO LEFT 1/8"0 HOLE 1/8"D HOLE 1/8"D HOLE AS SHOWN. HOWEVER BY APPLYING THE SHEETS TOWARD THE DIRECTION OF THE PREVAILING VIEW, THE OVERLAP LINE AT THE SIDELAP OF EVERY PANEL BLANKET INSULATION LONG SPAN III PANEL LAP AND ARCHITECTURAL III PANEL LAP AND ARCHITECTURAL 'V' RIB PANEL LAP WILL BE LESS VISIBLE. THE SAME PRINCIPLE CAN BE APPLIED WHERE HEAVY (BY OTHERS) PRE -DRILLED HOLE DETAIL PRE -DRILLED HOLE DETAIL AND PRE -DRILLED HOLE DETAIL PREVAILING WINDS OCCUR BY PLACING THE LAPPED EDGE ON THE LEEWARD LONG SPAN III PANEL SHOWN, SIDE (DOWNWARD SIDE) OF THE PANEL RIB. -ARCHITECTURAL III PANEL SHOWN, MULTI RIB SIMILAR PRF-ORiI L LNG OVERLAPPING RIB FOR STITCH f RFWS LONG SPAN III & ARCHITECTURAL "V' RIB AS SHOWN WIL INSUR 1 S -R AR I I N D WALL PANEL INSTALLATION PANELS SIMILAR NOTE- TO AVOID DIMPLING DO NOT OVER TORQUE WC6t} S.CB'�. LONG SPAN III, ARCHITECTURAL NI OR ARCHITECTURAL 'V' RIB WALL PANELS AB RELEASE / REVISION 1 DW N: / CKD: I ENGR� DATE LR PERMIT JT / MO 04127/201 CHARLEY MCCAULEY DRAWING STATUS: 2660 LOUIS AVE FOR PERMITS ONLY OROVLL.LE, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 41 ELITE STEEL BUILDING SYSTEMS JOB NUMBER SHEET: W17GO1270 SED -009 I McMA THE REISTSMED I+ROFESSIWULL E NEER WHOSE SAL ADPFN6 M THESE DR WUKZ 6 EMPLOYED W THE MANUFACTURER MID DOES MOT SERVE AS OR REPRESENT THE PROTECT ENGINEER OF RECORD AND SHAUL Nm IY [OMIDERED Az suAL APR 2 812017 .. f ES "?J y �C713389rn EXP 12-31-20 1�- OF CAINl�/ WALL FASTENERS DFSCRIPU0 /12 X 1 1/4 SELF ORTLUNG CARBON STEEL HEX HEAD '- FASTENER WFIHOUT WASHER MARK NO. #12%1 1/4 SDH APAP rcAnoN .. CLIPS AT WERHUD DOORS, WAIX DOORS. ETC. 17F /12 X i 114 SALT WALLING COLOR MATCHING HEX HEAD FASTFN O WRHOUI WASHER MARK N0. /12%1 1/4 SUHH 7/0" MPIGTo SHEET TO STRUCTURAL CONNECTIONS (BASE S&OGA'LE ANGLE ARTS. LIVE STRUTC MISCELLANEOUS FASTENERS DESmm""N 1/B' BLIND RNET LLARK NO. 1/8 MET X'�1M1N FLASHING UPS AND FLASHING TO PANEL CONNECTIONS DESCRIPTION 3/16 DAUM RNET WITH WASHER MARK NO. SRV-/ APPLHUlK1N SIDELIGHT SOELAP CONNECTIONS SPECIAL CONDITION FASTENERS /12 X 1 1/4 TEK4 SELF DRIVING CARBON STEEL HEX HUD FASTENER WFIHOUT WASHER MARK NO. /12x1 1/4 SDHHT4 APPLICATION (STEEL THKKHESSES GREATER THAN 12 G AND UP TO AND P(0.UDING 1/4-) TPN STRUCTURAL ATTACTWNTS /12 z 1 1/2 TEKS SELF DRILLING URBAN STEEL HEX HEAD FASTENER WITHOUT WASHER NARK NO. 712%1 1/2 SDHMS APPI N_1110N (STEEL THICKNESSES GREATER THAN 1/4• AND UP TO AND INCLUDING 1/2") FIELD STRUCTURAL AITACHUEHT5 DFy_WPTION DESCIIPIroN Y1 /19 % 3/4 /10 X 1/2 IIjF¶R 'FT�` SELF DRILLING COLOR —CHING HEX HEAD SELF TAPPING CARBON STEEL HEX OFCCRIPTroN FASTENER W111 LIT WASHER HEAD FASTENER WOHOUR WASHER/f0 X 1 1/2 MARK NO. #14X3/4 SOHM MARK NO. /10X1/2 STHH v SELF TAPPING CARBON STEEL HEX MEAD APPLIC T10N APaICAlION T� FASTENER WnN WASHER PANEL SIDELM CONNECT04S, FLASHING TO WINDOW JAMS MULLIONS MARX N0. /10%1 1/2 SIHMW PANEL CONNECTIONS AND OTHER SHEET TO MPUTATIDNH SHEET CONNECTIONS PANELS TO WOOD STRUCTURE. (1/4^ HEX HEAD SOCKET REOUIRED) NOTE: ALL HEX HEAD SIZES SHALL REOUIRE A 5/16" HEX SOCKET UNLESS NOTED. -BASIC PARTS AND PIECES WC61 LONGSPAN WALLS AB USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR AIR TO CIRCULATE. SAFLT' PRCCAUTgN: WORKERS SHOULD ALWAYS WEAR GLOVES WHEN WWDLING PANELS 71E DOWN v ' LONG SPAN III PANELS (MULTI RIB SIMILAR) y TARP OR PLASTIC COVER USE SPACERS BETWEEN BUNDLES ZBLOCK ABOVE GROUND USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR AIR 70 CIRCULATE. SAFLTY PRECALTO ' WORKERS SHOULD AIWA'S WFM GLOVES WHEN HANDLING PANELS. 4DOWN GSPAN III PANELS SHOWN, HITECTURAL III AND TI RIB SIMILAR. R PLASTIC COVER TWEEN BUNDLES TIE TYPICAL CORNER DETAIL AT PANELS WC20 I PANEL STORAGE I RC51 PANEL STORAGE LONG SPAN III WALL PANELS AB LONG SPAN 111 (MULTI RIB SIMILAR) GE51 BB LONG SPAN III, ARCHITECTURAL 111, AND MULTI -RIB PANELS AA BUILDING STRUCTURAL BUILDING STRUCTURAL BUILDING STRUCTURAL PRIOR TO WALL SHEETING ALIGN WALL GIRTS AS SHOWN IN GE03/AA LINE (GIRT LINE) LINE (GIRT LINE) LINE (GIRT UNE) 1/4" 1/2" 1/2" INSULATION (BY OTHERS) IF REOUIRED, SHOULD BE INSTALLED PRIOR TO THE ARCHITECTURAL PANEL INSTALLATION AND CONTINUED IN THE SAME MANNER AS SHEETING BLOCKING #12 1 17/32" /' WALL MAIN FASTENER(S) V. RIB PANEL PROGRESSES ALONG THE WALL / .. 1/4 1'-0O.C. _ INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE PANEL RIB WITH THE STRUCTURAL OR GIRT UNE AS SHOWN. IT IS EXTREMELY IMPORTANT THAT THE FIRST WALL PANEL BE INSTALLED PLUMB USE A SPIRIT LEVEL OR TRANSIT ON EACH PANEL. IT IS RECOMMENDED THAT A SMALL G LONG NE PAN III WALL MAIN FASTENERS) ARCHITECTURAL III WEDGE/SPACER BE PLACED UNDER THE PANEL AT THE BASE ANGLE. APPLY ,TIN #12X1 1/4 PANEL WALL MAIN FASTENER(S) THE WALL PANEL OVER THE INSULATION AND INSTALL WALL FASTENERS AT ALL r_ 514E ¶ON FL MAJOR RIB (OVERLAPPING RIB) 1'-0" O.C. 11-01, 1 0 D(1 1/4 O.C. .C. STRUCTURAL WALL MEMBERS BEGINNING WITH THE TOP MOST ATTACHMENT AND 01R PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEOUENCE). • MAINTAIN EQUAL SPACING REMOVE THE WEDGE/SPACER BEFORE ATTACHING PANEL AT BASE ANGLE. 1 - UP THE ENTIRE PANEL LAP. ARCH. 'V' RIB PANEL NOT ERECT PANEL BY ATTACHING AT BOTH ENDS WORKING TO THE MIDDLE OF OO NOT STEP. sn OR CLWB - (TYP. U.N.) THE PANEL. THIS PROCEDURE PROMOTES "OIL CANNING. ON WALL WRfS OR LIVE STRUTS. EA to To ADHERE LONG SPAN ® PANEL BEARING RIB BEARING RIB INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL AS .. TO THIS PRECAUigN WY RESULT Iu A sERxNFs WURY. ,� (TYP. U.N.) OVERLAPPING SHOWN). CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME ARCH. 111 PANEL RIB MANNER AS THE FIRST PANEL CONTINUE TO SHEET THE WALL USING THIS BEARING OVERLAPPING RIB (TYP. U.N.) 111� Ia- PROCEDURE. CUT PANELS AT DOORS, WINDOWS, LOUVERS AND OTHER WALL II III OPENINGS AS REQUIRED. RIB VERLAPPING RIBEO.E0. E0. E0. E0SHEETING CAN USUALLY BE STARTED FROM EITHER END OF THE BUILDING AND Ft CONTINUED EITHER IN THE DIRECTION OF LEFT TO RIGHT OR RIGHT TO LEFT 1/8"0 HOLE 1/8"D HOLE 1/8"D HOLE AS SHOWN. HOWEVER BY APPLYING THE SHEETS TOWARD THE DIRECTION OF THE PREVAILING VIEW, THE OVERLAP LINE AT THE SIDELAP OF EVERY PANEL BLANKET INSULATION LONG SPAN III PANEL LAP AND ARCHITECTURAL III PANEL LAP AND ARCHITECTURAL 'V' RIB PANEL LAP WILL BE LESS VISIBLE. THE SAME PRINCIPLE CAN BE APPLIED WHERE HEAVY (BY OTHERS) PRE -DRILLED HOLE DETAIL PRE -DRILLED HOLE DETAIL AND PRE -DRILLED HOLE DETAIL PREVAILING WINDS OCCUR BY PLACING THE LAPPED EDGE ON THE LEEWARD LONG SPAN III PANEL SHOWN, SIDE (DOWNWARD SIDE) OF THE PANEL RIB. -ARCHITECTURAL III PANEL SHOWN, MULTI RIB SIMILAR PRF-ORiI L LNG OVERLAPPING RIB FOR STITCH f RFWS LONG SPAN III & ARCHITECTURAL "V' RIB AS SHOWN WIL INSUR 1 S -R AR I I N D WALL PANEL INSTALLATION PANELS SIMILAR NOTE- TO AVOID DIMPLING DO NOT OVER TORQUE WC6t} S.CB'�. LONG SPAN III, ARCHITECTURAL NI OR ARCHITECTURAL 'V' RIB WALL PANELS AB RELEASE / REVISION 1 DW N: / CKD: I ENGR� DATE LR PERMIT JT / MO 04127/201 CHARLEY MCCAULEY DRAWING STATUS: 2660 LOUIS AVE FOR PERMITS ONLY OROVLL.LE, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 41 ELITE STEEL BUILDING SYSTEMS JOB NUMBER SHEET: W17GO1270 SED -009 I McMA THE REISTSMED I+ROFESSIWULL E NEER WHOSE SAL ADPFN6 M THESE DR WUKZ 6 EMPLOYED W THE MANUFACTURER MID DOES MOT SERVE AS OR REPRESENT THE PROTECT ENGINEER OF RECORD AND SHAUL Nm IY [OMIDERED Az suAL APR 2 812017 .. f ES "?J y �C713389rn EXP 12-31-20 1�- OF CAINl�/ ROOF PANEL BUNDLE SPREADER BAR (LOCATE OVER RIGID FRAME) SAFETY PRECAUTION: SIAM WELL IN INE CLEAR OF LOADS _ _ - - - BEING MOVED BY ANY TYPE LIMING _ DEVICE BE SURE ID KEEP NANDS AND FEAR CLEAR OF MOVING LOADS. DETAIL "A" RIGID FRAME PURLINS BLOCKING (TO PREVENT PURLINS PACKAGE FROM ROLLING OVER UNDER WEIGHT OF PANEL PACKAGE.) PURLIN DETAIL "A" RAFTER TO FACILITATE THE HANDLING OF THE ROOF PANELS, PANEL BUNDLES CAN BE LIFTED AND PLACED ON THE ROOF IF LOCATED AT A RIGID FRAME AND WITH BLOCKING IN PLACE TO PREVENT THE PURLINS FROM ROLLING OVER. DO NOT SLIDE BUNDLED PANELS ALONG ROOF FRAMING. WHEN LIFTING BUNDLED SHEETS, MAKE CERTAIN THAT THE BUNDLE IS ADEQUATELY SUPPORTED. AS A RULE WHEN LIFTING, NO MORE THAN 1/3 OF THE LENGTH OF THE PANEL SHOULD BE LEFT UNSUPPORTED. REFER TO ERECTION DRAWINGS FOR THE ROOF PANEL MARKINGS AND STAGE BUNDLES ACCORDINGLY. THIS WILL MINIMIZE PANEL HANDLING AND SPEED THE ERECTION PROCEDURE. - - PANEL STORAGE ON ROOF RC54 AA ROOF AND WALL PANELS ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE WHICH MERIT CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH ENOUGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAIN. ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN WATER IS TRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. PANEL MANUFACTURER EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS DISCOLORATION CAUSED BY TRAPPED ' MOISTURE IS OFTEN CALLED WET STORAGE STAIN. THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THEIR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE. THEREFORE, R IS IMPERATIVE THAT ALL PANELS BE INSPECTED FOR MOISTURE UPON RECEIPT OF THE ORDER. IF MOISTURE IS PRESENT, DRY THE PANELS AT ONCE AND STORE IN A DRY. WARM PLACE, IF POSSIBLE WHEN HANDLING OR UNCRATING THE PANELS, LIFT, RATHER THAN SLIDE. THEM APART. BURRING EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. _ ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB SUPERVISION. CAUTION: PANELS ARE SLIPPERY. OIL OR WAX THAT HAS BEEN USED ON THE ROOF AND WALL PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THEM A VERY SLIPPERY WALKING SURFACE. WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. PANEL STORAGE NOTES RC95 AA CHARLEY MCCAULEY 2660 LOUIS AVE OROVILLE, CA 95966 ELffE STEEL BUILDING SYSTEMS NO RELEASE / REVISION I OWN: / CKD: I ENGRI DATE O RELEASE / REVISION OWN: / CKD: I ENGRI DATE 0 1 PLANS FOR PERMIT I JT / I MO I 04/27/2017 APR 2 8 2017 EtOF S/ O' pR P ! / • - THE MEWS ERED PROFESSIONAL rr�_co �� i - ENGINEER WHOSE SFALAwEARt ON MESE DRAWING 5 EMPLOYED \ +y BY THE NNNUEACII.I R C 713.38 . AND DOES NOT SERVE AS .� OR REPRESFNETHE PROJECT ENGINEER OF RECORD AND SHAU EXP 12-31-20t _ xOf BE fDPE10ERED 455WL y, R DRAW WG STATUS: FOR PERMITS ONLY sC / V ` l9%CC - SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 ERI AMCAN BL nDINGS JOB NUMBER SHEET: OF X ' W17GO1270 SED -010 MBMR , 2017 . 1L SEE APPROPRIATE FASTENER LAYOUT NOTE: 2 1sArE» pgEpHWR' AT EAVE (EA26M) FOLD INSULATION BACK, R /1• USE Ovu Aw+mm 1¢ MS. wnm ATAPE MASTIC I COM UOUS . MUST NOT BE EXPOSED TO m RANNR n¢R RRc ON ROW AWA& AT PANEL SID112 THE WEATHER ) ROOF FASTENERS) - ... .. RODF MAIN FASTENER(S) LONG SPAN III PANEL 4 I/2• - - 4 PANEL O Ga �) � Y 112X1 1/4 INSULATION som PRETiV m 3/43 3/4 ) T/2• (BY OTHERS) _ \ LONG SPAN III WORM¢ v BE TROD N 4 m rm a vua IRw PANEL ' to PRDPER ERECIXW P5 3/4, WALL TIT AU +6 / ADUDE CLOSURE /9�3 3/4 2 1/2 T \ .PDL • TAPE I 1 Y AOU CAULK BOTH SIDES OF CLOSURE (TOP h BOTTOM,CLOSURE) 3/4• 2 1 BUTYL CAULK OF CLOSURE) 3 3/4 /4, LONG SPAN Y PANEL MASTIC EXTENSION SSCK-1 EAVE CLOSURE FLASHING FEC - WALL CLOSURE WALL MAIN FASTENERS)j EAVE STRM . 112X1 1/R INSULATION d i'-0' D.C. (BY OTHERS) EAVE STRUT EAVE CLOSURE FLASHING WALL TRIM fASTENER(S) ROOF MAIN FASTENERS) TAPE SIC - 11116/I 111X1 I 1 1'-0 0[ TAP(9) PER PANEL DE UNDERNEAMASTIC TH INSIDE INOUS TOP CLOSURE) WALL PANEL EAVE CLOSURE FLASHING - 1/2 TM OUTSIDE CLOSURE MASTIC LOCATION AT THE EAVE 6 CRITICAL 10 ENSURE A AOU/AVPO/LOAI OUTSIDE CLOSURE WEATHER TIGHT SFAL THE SIDEIPP MASTIC MUST EXTEND NOTE.' INSIDE CLOSURES DOWN FROM THE TOP OF THE RIB TO THE UASIIC ON OMITTED FOR CLARITY. EAVE STRUT DHE EAVE CLOSUT� IKE MASTIC EXTENSION MUST SPLICE INTO THE EAVE MASIIC. INSIDE CLOSURE CAULKING DETAIL I EAO1 SECTION AT SIMPLE EAVE WITH SHEETED SIDEWALL EA04 FASTENER INSTALLATION AT EAVE rEA26 EAVE MASTIC DETAIL AT PANEL SIDELAP EA29 LONG SPAN III SHOWN - ARCHTECTURAL III k ARCHITECTURAL 'N" RIB SIMILAR BA LONG SPAN GI ROOF / ARCHITECTURAL 14 ARCHITECTURAL V ra OR LONG SPAN III WALLS BB LONG SPAN III ROOF BA LONG SPAN DI ROOFS Bq ROOF PANEL SAVE CLOSURE FLASHII r WALL PANT PERMIT STEP 1. SEE INSTRUCTION NO. 5 SEE NOTE IDiTti.l"906 SULATION SUTATION STEP 2. SEE INSTRUCTION N0. 5 SEE NOTE EAVE CLOSURE FLASHING WALL FASTENER(S) g14X 3/4 1'-0" O.C. NOT SHADOW PANEL INSTALLATION SHALL VARY FROM THE DETAILS SHOWN. SEE THE SHADOW PANEL ERECTION DRAWINGS FOR FASTENER AND FLASHING DETAILS. DATE STEP 3. SEE INSTRUCTION NO. 6 SEE NOTE �II�iIL�i�7i INSTRUCTIONS 1. PRIOR TO SHEETING THE ROOF OR WALL, THE STRUCTURAL FRAMING MUST BE SOUARE AND PLUMB. , 2. BLOCK OR SUPPORT THE GIRTS AND EAVE STRUT TO PREVENT THE SUB FRAMING FROM SAGGING. BLOCKING MUST BE USED BETWEEN ENDWALL COLUMNS AND SIDEWALL COLUMNS AND SHOULD REMAIN IN PLACE UNTIL ALL WALL SHEETS ARE INSTALLED. 3. PLACE THE EAVE SUPPORT FLASHING ON THE EAVE STRUT, LEAVING AN 1 1/2" OPENING BETWEEN THE OUTSIDE FACE OF THE EAVE STRUT AND THE INSIDE OF THE EAVE SUPPORT FLASHING. (A 2 X 4 WORKS WELL TO OBTAIN THIS SPACE). THE 1 1/2" OPENING WILL ACCOMMODATE THE ARCHITECTURAL 111, ARCHITECTURAL 'V' RIB OR LONG SPAN III WALL PANELS. AN OPENING OF 3 1/8" MUST BE MAINTAINED FOR SHADOW PANELS. SECURE THE EAVE SUPPORT FLASHING WITH ®12 X 1 1/4" SELF DRILL FASTENERS LOCATED 1'-0" O.C. THESE ARE PERMANENT FASTENERS AND MUST BE INSTALLED. REMOVE ANY SPACERS USED FROM BEHIND THE SAVE SUPPORT FLASHING. INSTALL FAVE CLOSURE FLASHING (TFEC-). EAVE CLOSURE IS HELD INPLACE BY ROOF FASTENERS AT SAVE AND MUST BE INSTALLED WITH ROOF PANEL 4. INSTALL THE ROOF PANELS ACCORDING TO THE APPROPRIATE MANUAL AND/OR ERECTION DRAWINGS. REMEMBER THE PANEL OVERHANG ' DIMENSION IS USUALLY FROM THE FACE OF THE EAVE STRUT AND SHOULD BE MEASURED AS REOUIRED BY THE ERECTION DRAWINGS. 5. WALL PANELS AND INSULATION MAY NOW BE INSTALLED. SECURE THE INSULATION TO THE FACE OF THE EAVE STRUT AND BASE ANGLE ACCORDING TO MANUFACTURERS RECOMMENDATIONS. SLIDE THE WALL PANEL BETWEEN THE EAVE STRUT AND EAVE CLOSURE FLASHING, PLUMB THE PANEL AND SECURE WITH THE WALL FASTENERS. FASTENERS MUST BE INSTALLED BELOW THE EAVE TRIM. 6. INSTALL THE PANEL CLOSURES AND SECURE THE SAVE CLOSURE FLASHING TO THE WALL PANELS. - TAPE 3/MASTIC 4 TM EAVE CLOSURE FLASHING URETHANE CAULK GTS BLIND RIVET 1/8 RNV (3) PER LAP EAVE CLOSURE FLASHING FL14 STANDARD FLASHING LAP AA ROOF SHEETING PRIOR TO WALL SHEETING INSTRUCTIONS EA11 EHWHEER WHOSE SEAS RPPEARS ONTHESEDMMNGSOEMADrEO BT THF MnNUFMTURER nes ooESNmsEmE 0.t OR REPRESENT¢ PROTECT EHGRiEER M REO]RDAND SHALL H mfDNSI.E ASuxx , F, F, MM . CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY 2660 LOUIS AVE SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 - OROVLLLE, CA 45966 ANIMCAN BURDING JOB NUMBER W17GO1270 SHEET: SED -011 ELITE STEEL BUILDING SYSTEMS MBMR DATE APR 2 017 QELOF . S/p SQ,P �� C 71338 yrn EXP 12-31-201' 'Plgr C l V l \- `'� OF CA1.NF� �EswnD NOTE 1 1/2 INSIDE CLOSURE IN larnrtD wINSULA �EaECION AIOCEWRfS (B1 OTHERS INSULATION IS TO BE FOLDED TME MASTIC ROOF FLASHING NAPS AND END TRANSITIONS EXPOSED TO ROOF CONDITIONS -. - TAPE MASTIC r BACR AT THE UW -DO NOT ALLOW INSULATION DD BE I/2 lY (CONTINUOUS TOP k INSULATION 1. ROOF FLASHING LAPS SHALL BE SEALED WITH 3/4 X 3/16 TAPE MASTIC (3/4 TM). 4. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC (2 TM) AND SHALL (CONTINUOUS ALONG EXPOSED TO THE WEATHER. UNDERNEATH CLOSURE) ' (BY OTHERS) ,, BE STITCHED WITH #14 ROOF FASTENERS 2" ON CENTER. QUANTITY WILL VARY WITH TOP OF CLOSURE) - - - 2. FIELD CUT FEB -10.2 BACKUP FLASHING TO REINFORCE FLASHING ENDLAPS AND GUTTER SIZE. _ - TERMINATIONS. INSTALL FEB AS SHOWN IN CONNECTION DETAILS (INBOARD) OF INSIDE CLOSURE _ MASTIC. CLOSURES AND SUPPORT MEMBERS. 5. PREDRILL 1/4"e HOLES AT UPPER AND LOWER FLASHING FOR #14 FASTENERS. - EAVE CLOSURE HASHING DO NOT PREDRILL FEB BACKUP FLASHING. - TAPE MASTIC - EXTRA CARE SHOULD BE TAKEN: (CONTINUOUS UNDERNEATH - _ DO NOT EXTEND FEB INTO THE MASTIC 6. FOR ROOF FLASHING LAPS NOT SHOWN IN DETAILS, THAT ARE EXPOSED TO ROOF r CLOSURE) -' - DO N07 EXTEND FEB BEYOND THE BUILDING ENVELOPE CONDITIONS, USE THE FOLLOWING AS A GUIDE; - WALL TRIM FASTENER(S) - • REINFORCE THE TOP SIDE OF ALL FLASHING END TRANSITIONS EXPOSED TO 1'd O.L FEB EXTENDED BEYOND THE BUILDING ENVELOPE INFERUPTS THE ° ROOF CONDITIONS USING #14 ROOF FASTENERS, 3" ON CENTER THROUGH ,. MASTIC AND FIELD CUT FEB -10.2 (AS SPACE ALLOWS) ® LAVE CLOSURE FLASHING WALL PANEL GASKET CREATED BY THE CONTINUOUS MASTIC APPLICATION. ADJUST FIELD CUT FEB LENGTHS AS REQUIRED. ' - WALL MAIN FASTENER(S) FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS ARCH WALL PANEL SHOWN, OTHERS 0 3. STANDARD FASTENER SPACING AS SHOWN ON CONNECTION DETAILS WILL NEED TO 7. FOR FLESHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS, USE THE SIMILAR OUTSIDE CLOSURE VARY TO ENSURE A COMPLETE GASKET SEAL AT SOME LOCATIONS. FOLLOWING AS A GUIDE; INCLUDING (BUT NOT LIMITED TO) THE FOLLOWING. LAVE STRUT • USE I/8 INCH BLIND RIVETS 3" ON CENTER. PRIOR TO THE INSIALLATION OF THE FIRST ROOF PANEL THE SIDEWALL AND ENDWALL SHEETING • DECREASE STITCH FASTENER SPACING FROM 6" O.C. TO 3" O.C. AT FLASHING WALL FASTENER SHOULD HAVE BEEN COMPLETED AND THE ROOF INSULATION STARTED. START A LINE OF LAPS AND TRANSITIONS. ' ' \\ 1/2- X 1/B' TAPE MASTIC DOWN TIC EAVES AND ALONG TOP OF CLOSURE AS 9UAN ABOVE EXAMPLES: RIDGE FLASHING TO RAKE CAP GENERAL REQUIREMENTS LEAVE THE PAPER BACIONG ON THE TME ALONG THE TOP OF THE CLOSURE UNTIL IKE ROOF HIP FLASHING TO TRCZ AT SAVE ` LAVE STRUT PANEL IS READY TO BE SECURED. RIDGE CAP TO PEAK BOX B. ALL FLASHING LAPS SHALL BE TWO INCHES. ' OUTSIDE CLOSURE • AT ALL EXPOSED ROOF FLASHINGS ENDLAPS INSTALL A STITCH FASTENER MASTIC AND INSULATION APPLICATION AT EAVE EA28 THROUGH THE UPPER FLASHING 2 1/2" FROM THE ENDLAP. FLASHING LAPS AND TRANSITIONS - GENERAL REQUIREMENTS FL06 LONG SPAN 01 ROOFS BA (SEE DETAIL RC35WM) AA saC1r 192GVaKllf. Noai¢Is I�olaD I[ TwmD w lK Ixclwa IeDrmA¢s FASTENER AND WASHER OR OTHER MEANS (BY OTHERS) ROOF TRIM FASTENER(S) 14X3/4 NOTES: 1. OUTSIDE CLOSURE, AOU/AVPO/LOAI - wLI MAY BE USED TO ATTACH NOTE: INSULATION BEFORE LAVE CLOSURE ( 6" O.C. REQUIRED FOR BUILDING SLOPES - TME MASTIC 3/4" FOLD TUBULATION BACK ONTO FLASHING 6 ATTACHED) 1 1/2 12 OR LESS ./ 2 SIRIK Of TAPE MASIIC 3/4" - ROOF PANL EL ITSELF FOR COMPRESSION - 3/4' IN BOTH SES ALONG TOP OF EACH BETWEEN ULE STRUT AND TAPE MASTIC 2: CAP FLASHING, FCP1 OF RIDGE PLACED SIDE OF RAKE CM — — IT MUSI NOT BE EXPOSEROOF D TO THE WEATHER 1/2 TM REQUIRED FOR BUILDING SLOPES GREATER THAN 1 1/2 : 12 (4) 1/� AND ALONG BACK LEG LONG SPAN III PANEL TO HOLD IN PLACE — GA -1 FOR FASTENER 1 - ATTACHMENT OF INSULATION CM I I LAVE CLOSURE FLASHING I --I ' \ _ _ — — _ -- ROOF MAIN FASTENER(S) CAP FLASHING (SEE NOTE 2) FCP1 EXTEND RSA MORNING POINT 10 PEAK S AT TOP OF STEEL. i ROOF PANEL I I I I 1 i T T T T T `LAVE STRIR. t- I I T T LAVE SUPPORT FLASHING I I RAKE FLASHING. - � RARE CAP TFSE(T) STRUCTURAL FASTENER(S) FR7 I I TRCU NOT REQUIRED AT _ I I LONG SPAN N ROOFS DOUBLE SIDED TME (BY OTHERS) 12X1 1/4 (1) PER PURLIN RAKE FLASHING I 1 DIE FORMED RIDGE 1 1 TO BE USED TO SECURE INSULATION. I I STEP I L1p� \ WALL PANEL OR I I FLASHING \I1 TRIM INSULATION AND WALL MAIN FASTENER(S) () �1? WALL TRIM FASTENERS () I CAP \ RODE TRIM FASTENER (S TURN NNit BACK. INSULATION MUST NOT BE EXPOSED TO WEAIHM. p•, O/C #14X3/4 1'-0" O.C. I I BM1OQR PLATE TRPBB- \ �RAKE 14U/4 4) REQUIRED INSIDE OF RAKE FLASHING BUND RIVET OUTSIDE CLOSURE - ROOF TRIM FASTENERS) /8 fAVEf (SEE NOTE 1) 4 STEP 2 1I4X3/4 (12) REOUIRED (12) REWIRED WALL TRIM FASTENER(S) PURLI WALL PANEL - 1104 STEP 3 (3) REQUIRED SUGGESTED INSULATION ATTACHMENTS AT EAVE IN FIXED RAKE DETAIL RA02A UNIVERSAL RAKE CAP INSTALLATION RA03 ' AA AA LONG SPAN III ROOF PANEL BA LONG SPAN III ROOF W/DIE FORMED RIDGE IBA REF. DETAILS FL0213A k FL06AA r ' BLIND RIVETS 1/8 RIVET p - - ROOF PANEL ROOFTSIRCH FkS1ENER(S). Ir ROOF MAIN SEE DETAIL °a' ' (TYP) N fi{ UNIVERSAL RAKE TRIM TRI11 (S NOTE) I 1'-P OL MAJOR RIB I'-6' O.C. ) \ APPLY URETHANE CAULK TYPIM FASTENER LAYOUT AT INTERMEDIATE PURUNS \ ALL AROUND \ \ 1/4o BEAD • \ GTS s ROOF STITCH FASTENER(S) , \ �11X3/tMASTIC i/2 IY . \ \ \ \ •NOTE: . V -I' ON:. (SEE NOTE) \ \ LOCATE 0-6. O.C. FOR FIRST \ \ \ Sd FROM LAVE FOR ICE AND° SNOW. CONDITIONS. .. DETAIL •A' - - \ (TYP. AT SDEIAPS) . \ \ 'ROOF 1/MAIN FASTENER(S) r ROOF PANEL .. ' SEE DETAIL 'A' \\ - A4UOR RIB \ \ / APR 282 1 \ \ \ TRAKECENDCAP IYPICAL FASTENER LAYOUT AT EAVE. ENTRAPS RIDGE AND HIGHSIDE FES p� PART "A" RAKE ENDCAP TRUEC_ �T PART "B" .. INE P.EG5rEREDvaoFcslowx �Q C UNIVERSAL RAKE ENDCAP INSTALLATION RA70 FASTENER LAYOUTRC05 DNNMESEDaa� 51EEM Ev m LEFT HAND SHOWN AA LONG SPAN N ROOF BA �� BT ME m"'SE N ES NUI RVEM DDC 71338 T*' ' {� In Da aEPBES aa ENaNEEa a ItREC9EMR0 aND - val>_ EXP 12-31-201+ Nm ItF mralDEmnas swE DRAWING STATUS: CHARAULEY FOR PERMITS ONLY 2660 LOUUISISAVEAVE S%' C!'V IL `\P • SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 'q p �`�ICA�'N lF O� STEEL BUILDING SYSTEMS JOB NUMBER SHEET: $L#II.DFNGS OF CAL>F� NO RELEASE / REVISION 0 PLANS FOR PERMIT DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE W 17EIR., SED -012 R JT / MO OM27/2017 1.M . TAPA LONG SPAN III PANEL TIC ROOF MAIN FASTENER(S) ('TYP) j1II1 I// ROOF MAIN FASTENER(5) (TYP) /12x1 1/1 t" FASTENER(S) NOXI 12111 i'-0' QC r LONG SPAN 01 PANEL 8" MINIMUM - 1/4AIN CONTINUOUS ,. "CRITICAL' ROOF MAIN FASTENER(S) INSULATION OF NEB DIE FORMED RIDGE INSTALLATION (9) PER PANEL BCARIRIIB (� 0 �) /� 1/L L3DFR— DIE FORMED RIDGE PANELS ARE TO BE INSTALLED AS EACH SIDE OF THE ROOF IS SHEETED. OVERLAPPING \ THIS WILL AID IN KEEPING BOTH SIDES OF THE ROOF ALIGNED. AFTER HAVING INSTALLED A Po9 RUN OF PANELS ON EACH SIDE OF THE ROOF, APPLY MASTIC TO THE PANELS AS SHOWN ' ROOF $TITCH FASTENER(S) \ AT LEFT. SET DIE FORMED RIDGE PANEL IN PLACE AND INSTALL LAP AND PURLIN FASTENERS. , -' 14X3/4 APPLY MASTIC ALONG THE TOP OF THE LEADING RIB TO PREPARE FOR THE NEXT. SIDELAP. - - DIE FORMED RIDGE SHOULD NOT BE USED ON BUILDINGS WITH ROOF PLANES GREATER THAN • - 75' WIDE. - .. TAPE MASTIC - \ I 1/2 TM . ' a o PURUN GABLE ZEE a I \ ENDWALL RAFTER e 9 e �• THE FIRST RUN W PANELS 6 NOW TO BE INSTALLED. WITH THE PANEL INSTALL SAFETY O"ER 10M: SAFELY PRECAUTION: E0 U WORKER FESSHIDT BE IiLVNED p0 NOT WAEI( ON UNSECURED ENDS TO USE THE $VEST AND NNOST CENTER PPIN THE FObI EAVE PANEL WITH THE CENFER IBQ OF THE OVERLAPPING It® EVEN WITH TME END OF WITH I PRODunNE ERECKON 1ECHHNOVEs. OE PANELS PURUN THE PIIRLLNS. UNLESS NOTED DIFFERENTLY ON THE BUILDING ERECTION DRAWINGS, EXTEND THE LOWER END 3• PAST THE K OF 7H -, STRUT (A SIRING UNE EXTENDED OUL FROM THE SAVE STRUT .. WILL HELP KEEP THE LWE SIRAIG I . LIFT THE LOWER END OF THE PANEL ENOUGH TO REMOVE THE - LONG SPAN III PANEL EAVE IN - PAPER BACKING FROM APPROXIMATELY 3 FED OF THE MASTIC ALONG THE TOP OF THE INSIDE CLOSURE AT THE ENE. RISK DOWNWARD ON THE PANEL Al THE MASTIC LOCATION TO INSURE THE `RIDGE PURLIN '- S MASTIC, CLOSURE AND PANEL ADHERE TO EACH OTHER AND FASTEN THE PANEL WITH ROOF SEE BUILDING _ 6OG6-20A (B' WRJttS) FASTENERS AS SHOWN. TAPE MASTIC ERECTION DRAWINGS NOTE: FO LOAN 9566-20D (9 1/2- PIIRIIM) 1266-20.0 (12' PURLINS) FIRST PANEL INSTALLATION RC11 1/2 TM FOR DIMENSION DIE FORMED RIDGE INSTALLATION RC30 C3 NOT SHOWN FOR SAVE STRUT LONG SPAN BI ROOF PANELS - BA LONG SPAN CEARSHOWNINSIDE III ROOF PANELS ' ROOF TRIM FASTENER(S) - 3X_ _ THE LONG SPAN III ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING -3•'" O.C. CAN BE SHEETED SIMULTANEOUSLY. IF THE ROOF OF THE BUILDING IS SYMMETRICAL ABOUT THE rC RIDGE - (UNLESS OTHERWISE NOTED) - - ROOF TRIM FASTENER(S) RIDGE, THE SHEETING CAN BEGIN AT EITHER ENDWALL. HOWEVER, IF THE BUILDING IS NOT SYMMETRICAL ABOUT THE RIDGE OR IF THE BUILDING IS SINGLE SLOPED FROM THE SAVE TO EAVE, DIE FORMED RIDGE L3DFR_ ROOF MAIN FASTENER(S) 12X1 1/4 UPPER ROOF FLASHING TAPE MASTIC y 7/2•• 114X- ' THE SHEETING MUST BEGIN AT THE ENDWALL INDICATED ON THE BUILDING ERECTION DRAWINGS. (9) PER PANEL PIECE "B•' 3/4 TM. SIDEWALL LOWER ROOF FLASHING LOWER ROOF FLASHING UPPER ROOF FLASHING EAVE PANELS • PIECE -I I SHEETING DIRECTION INTERMEDIATE PANELS - LONG SPAN III PANEL BACKUP FLASHING - RIDGE PANELS FL OF RIDGE ' FEB-10.2 'FIELD CUT TO LENGTH - _ A — ENDWALL 'LENGTH REQUIREMENT DETAILS 1 2" RIDGE PANELS RIDGE/HIP; RC33-4 LAP TAPE RAKE/HIGH SIDE EAVE; FLO-A 1/MASTIM 2" � INTERMEDIATE PANELS - 5 HOLES MUST DRILLED PRIOR TO APPLYING MASTIC. - ALL FLASHING EXPOSED TO ROOF CONDITIONS REQUIRE A FASTENER LOCATED 2 1/2" FROM THE - ( ') RIDGE PURUN. _ - TEMPORARILY LAP P PIECE "B'• OVER PIECE "A". PRE-DRILL THE REQUIRED NUMBER OF 1/4"a EDGE OF THE UPPER FLASHING; AS SHOWN ABOVE, TO ENSURE A POSITIVE SEAL AT ENDLAPS. .. EAVE PANELS HOLES THROUGH BOTH "A" & "B" PIECES OF ROOF FLASHING BUT NOT BACKUP FLASHING. STANDARD FASTENER SPACING FOR FLASHING CONNECTION, TYPICALLY 6" O.C., SLIDE PIECE "B" BACK AND APPLY TAPE MASTIC AND BACKUP FLASHING ON PIECE "A" AS SHOWN. MAY RESULT IN FASTENER SPACING AT ENDLAPS EXCEEDING THE 2 1/2'•. LAP PIECE "B" OVER PIECE "A" BEING CAREFUL TO ALIGN HOLES. INSTALL ROOF FASTENERS AS ADD FASTENERS OR REDUCE SPACING AS REQUIRED AT ENDLAPS. SIDEWALL • SHOWN. CONTINUE PROCESS ALONG ROOF CONDITION. � - RIDGE DETAIL 'RC31 SECTION THROUGH ROOF FLASHING LAP RC35A EXPOSED ROOF FLASHING FASTENER REQUIREMENTRC35W DIRECTION OF ROOF PANEL ERECTION RC64 LONG SPAN III ROOF W/DIE FORMED RIDGE B/a AA . AA LONG SPAN III ROOFS BA - ROOF FASTENERS .SPECIAL CONDITION FASTENERS mm orvamM SAEEiY PREPTUIWN: 1 6 • 11 l/L Q ry 11 ql - �- of = sw pIa1WG Na WA m: 1 I/1 FASrEN0 WIN WA9ai _� mT DUIND fWI WASHER SHAmt NEM 1/1 fAmENI, usL os1A APPRDvm nE oEr3. 1¢TTwc y0'� Wt RA6R1G MHEN NOPotwc oK aar AREAS 2' �r //ItIF• f N� W% m VIII 1/1 9A � WIX m F1H1 1/1 811 IM suHH, 1. PURRN AND EU-FDRID Val ANGLE ATIAODEaT M %RINE. RM AND DYOAN 9QI1 R e $MDI fof FLC AIVCMQtII. - ID Snhcftaq fLADECTOI& LONG SPAN III ALLOTAHE • ALL M-Na ALLOT-m'Om RAF$ AND �HXI{ ALL rA3-TD®® PDR$ 1 PANEL TAPE MASTIC - IDT $pm, AU DRLLNG ona STED HD WA DESCRIHdltl FAsmua IM l mmWASHERTAPE m m m VIII I/N sMvw 1 1/2 TM MASTIC (TOP & BOTTOM - . mAN nD9n* su�muaG H[Ao f FAsmuR AAM WA4ER (s>m iNODG�S �� IxAx to 1Lm /2 TM I OF CLOSURE) / (CONTINUOUS AT RIB OF _ Tum m nmH AND UP N9 AOHIDO HTO SIDELAP AND ACROSS \ \ N oat ANGLE AnAamn TO BAR arms 1q.PI¢ IIt. PANEL WIDTH TO BE \ T¢NA.W®) DOXAM m BACKLAPPED) \\\\\ • 1 1/T6 PANEL SOW amoca •q r1A91NG 1D: 1 TD PAID NRQC=G NO GOLD DPW 9f mum CN90N Sim ND HEAD SIM TD WNECIDti „r 4uD�NNF FASTTIQR WTIHGLn WASHER AWS Nm as m Jim IR 815 INSIDE CLOSURE �•W AE9SA➢PK . - MISCELLANEOUS FASTENERS (5101 THOGESAS OXMIN THAN 1/1• RS W W NO NOIIDL I/T) � MINE ANGLE A111D11ETD TD W JMSTS .A R))--R)) 1 ®t m T�ja a1u G DC56WPfro 1 N EAVE FLASHING Su AP9 l TAPPING ” RS"L la HEAD RA9" N AND FIASE" IATA m LIDO 1/t SLIM QRpF E 10� TD PANEL C MKLlo& RDELS TD WmD SBAXTIJRL BACKLAPPING THE PANELS IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE BUILDING LENGTH. THIS IS DONE WITH THE LAST ROOF PANEL INSTALLED. THE PANEL MAY BE BACKLAPPED V OR 2- AS REOUIRED O ! OR // LIW6 'PANPBI[ a®1TE (V1 LEI NERD smo MUD) TO COMPLETE PANEL COVERAGE. WHEN BACKLAPPING PANELS, MASTIC MUST BE APPLIED BETWEEN THE TL mu NOTE ALL FITX HEM SAES 5)W1 BEWARE A 5/16• HEX SOCKET UNLESS NOTED. TWO PANELS AT THE EAVE AND AT PANEL ENDLAPS AS SHOWN ABOVE TME aEG6TOUD PROPLW�^E G� BASIC PARTS AND PIECES RC61 PANEL BACKLAPPING RC75 "°E° � LONG SPAN Ill ROOF - BA - LONG SPAN III ROOFS BA �w BY TNP NwxuF+tcTTlaEa EJ.1 C 713.38 r^ oR REPRESFMTNE PaGL>Ecr FHGIMEFA OF REO]aD.ND S114LL GAL— 13-31-2011- NOT FR mt6HDEJFO AS SUOI Al y y )` " CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY 2660 LOUIS Ave �+ CIVIL . OROVL E, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47 BIMM: v20.6 AMCAN .SIN ELITE STEEL BUILDING SYSTEMS JOB BER F��\P A'1+�*A .1 F CAL NO RELEASE /REVISION DWI: / CKD: ENGR DATE O _ RELEASE /REVISION DWI: / CKD: ENGR DATE W 17 G 01270 SED-013 M BM R 0 PLANS FOR PERMIT J"E / MO 00/27/2017 rc«", • seFcrc PREcwrioN: LONG SPAN III. PANEL IDENTIFICATION MARK NUMBER W NOl STEP ON PANELS SAFET' PREGUIKIx: ' UMII iULLT SECURED NfIH DO NDf STEP ON RIB OF FAsrExERs PANEL uwnn STEP oN . EXAMPLE L3P 24– 30.0 . ERECTION NOTES: FLIT SURFACE TELONG 30'-0" IN LENGTH24 GAGE(22,24, 26, & 29 GAGE AVAILABLE) •1. ALL AREAS WHERE MASTIC IS TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD -DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION.• THIS WILL SPAN III ENSURE A GOOD. SEALING SURFACE .AND IMPROVE WEATHER TIGHTNESS. + • 2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE BE USED TO SECURE THE INSULATION TO THE EAVE. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. ADDITIONAL ATTACHMENTS (BY OTHERS) MAY BE REQUIRED. " DETAIL "A" DETAIL "B" ERECTION OF THE LONG SPAN PANEL REQUIRES THAT THE PROPER DIRECTION OF ITS APPLICATION 3. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST BE MADE. THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING.EDGE WEATHER TIGHT CONNECTION IN ROOF AND WALL AREAS WHERE APPLICABLE- 'AN PPLICABLEPAN III PANEL WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEXT PANEL THE INSTALLATION OF THE PANELS (SHOWN AT LEFT) PROCEEDS FROM LEFT TO RIGHT. HOWEVER, 4. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER a UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE, INSTALLATION OF PANELS CAN PROCEED FROM CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES. EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY ' OVERLAPPING RIB OUTSIDE �' THE BEARING RIB. WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES (THIS RIB OVERLAPS WHICH DO NOT PRODUCE H07 METAL PARTICLES OR BURNED EDGES. - PRECEEDING PANEL) —� NOTE: - t \ ALUMINUM -COATED PANELS ARE SUBJECT TO STAINING DUE TO RESIDUE FROM BARE HANDS. T ' ALUMINUM -COATED LINER PANELS THAT INCLUDE AN ACRYUC FINISH DO HAVE ADDITIONAL PROTEC- TION, BUT R IS LIMITED AND DETERIORATES IN A RELATIVELY SHORT TIME MAKING THAT PANEL ALSO BEARING LEG BEARING LEG SUBJECT TO STAINING FROM BARE HANDS. IT IS RECOMMENDED THAT GLOVES BE USED FOR (BEARING LEG GIVES ALL HANDLING OF BOTH PRODUCTS AND THAT APPLICATION OF THESE PRODUCTS BE LIMITED - - SUPPORT TO SIDELAP) TO AREAS NOT EXPOSED TO TOUCH. DETAIL "A' DETAIL - PANEL MARKING AND SIDELAP DETAILS RC63 ERECTION NOTES RC91 SIDELAP DETAIL LONG SPAN III BB -LONG SPAN III BA p CHARLEY MCCALILEY 2660 LOUIS AVE OROVILLE, CA 95966 ELBE STEEL BUILDING SYSTEMS INOI RELEASE / REVISION OWN: / CKD: I ENGRI DATE IN01 RELEASE / REVISION I DWN: ! CKD: I ENGRI DATE 0 1 PLANS FOR PERMIT JT / MO 04127/2017 QROFES o APR 2 8 I L , � THE REGRTERED VROFQ90fYl t-` ENgNEER wI105E SEAL APPEARS h ONTNESEDRAWINGSOEIAPUMD .� !� y TME NAX11 c C 71338 • AND ooES NDT SERVE AS r^ OA aEVRESFMTNE PRDIECI EXP 12-31-20t DRAWING STATUS: FOR PERMITS ONLY SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 AMCAN B1. RDFNG$ I�` CIV j .14 JOB NUMBER SHEET: „��,�,�,. OF `A`1F W17GO1270 SED -014 M R 117 17 - • • - SAFETY PREO,UIION:DO • - NOT B ON WALL sn ORSOFAILURE STRUCTURAL FASTENERS) - GRFS OR EAVE STRUT TO ADFNERE . - 112XI 1/4 TO THIS PRECAUTION MAY RESTAT IN A ' (6) PER CLIPJAMB SERIOUS INJURY. . CLIP " CLIP CLIO (17 J4CU • - GIRT. - - + a-1 (FOR 17 JAMBS R BUTTON HEAD BOLI JAMB HEADER •._. - I . (2) 1/2X1 1/4 A7251/- - STRUCTURAL JAMBS) (q l/Z0 1/4 B:8 4 • - 1/1 HAI% NUf - AT EXPOSED HOLE LOCATION GIRT I. - N/ 12' NUBS 1/7'e ANCHOR BOLTS JAMB SQUEEZE CLIP CLIP- (Bi OTHERS) Q-7 B' JAMBS a_B �B ,,, J411B5) — — — — — — '- I - C_3 , O C-9 2 ED BACK (nl O p TO BACK FOR 17' JAABS) I Y A BURTON HEAD BOLTS o - (t) 1/2%1 1// BB NGL 4 / I. (FIELD F� NOTCH) o12 1 I/ZOH1 1/4 AT251/ • BUITON MEAD BOLTS 121. NUI I I I I/7X1 I/4 ®B - - - SFRLICTURA! FASTENER($) ' s - (TAI 1/4 - - - - (4) PER CUP - - JAMB. JAMB JaA9 JAMB SOUEEZE CUP a-1 B- J4uesjj I I • • BUTTON HEAD BOLTS REOUIRED - C-R �9 1/7 JAIBS) a-9 2 RACED BACK . • AT STRIP WINDOW ' AND FIELD DRILL GIRT AT LFIELD LOCATED FRAMED OPEMNGS TO 90 FOR 12- JAMBS) . JAMB TO GIRT CONNECTION OFO1 JAMB BASE CONNECTION - OF11 GIRT TO JAMB CONNECTION OF16 HEADER TO JAMB CONNECTION OF21 AA AA - AA I SIMILAR AT SIU AA - A .. -GIRT ON 'A" = V-4• SID. (MAY YARD . - S of GENERAL NOTES FOR FIELD LOCATED FRAMED OPENINGS : e \ 1. OVERHEAD ODORS ARE FIELD LOCATED. CN STANDARD PANELS AND CRTS AS REOUIRED. 2 MAXIMUM MI(iii OF DOORS 2'-0' LF55 1H4N EAVE NEXNR. FlELD NOTCH AND INSTALL BEHIND HEAD TRIM \ cm LF A 15/8 _ DOOR WIDTH IJ 3. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. - • DOOR WIDTH 4 2 3/4" 4. JAMBS MUST BE LOCATED A MINIMUM OF 1'-O'YROM CENTER UNE OF COLUMNS. - GIRT GIRT - - + DOOR HEADER TYPICAL ANCHOR ROD LAYOUT i 8 - • HEADER FLASHING - DOOR JAMB \ 11 3 - ` FIELD CUT GIRIS .. s GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS : FOR FIELD LOCATED FRAMED OPENINGS 1 1� FINISH F100Rg 1. OVERHEAD ODORS ARE SHOP LOCATED. SOME PANELS MAY REQUIRE FIELD CUTTING. BASE ANGLE &SE ARCATE (VARIES) ' FINISH GRADE 2. ALL STRUCTURAL. CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. (VARIES) r HEADER FLASHING - 1/7e ANCHOR RODS (BY OTHERS) DOOR WIDTH I JAMB FLASHING "llf SECTION "A-A" - FRAMED OPENING ANCHOR ROD DETAIL OF61 FIELD AND SHOP LOCATED FRAMED JAMB FLASHING OPENING NOTES OF91 FRAMED OPENING KEY OFOA SECTION AT HEADER AND JAMB TRIM OT01 AA - AA JAMB TO CRI CONDTON - AA ARCHITECTURAL III, ARCHITECTURAL 'V" RIB and LONG SPAN III WALLS AA - SAFEn' PFHCAVUDM: •. ) • MORKERS SHOULD AEMATS MEAN CLOVES AMEN WWDLING METAL SURFACE! N1IM SHARP EDGES. ' 0721 I I COVER. FLASHING (OPTIONAL) AB .. HEAD: FLASHING WALL MAIN FASTENER($) - FOCI--_ — — 'SEE NOTE J12X7 1/4 I 1-0" 0. C. I .HEADER • COLD FORMED SHOWN . COLD FORMED SHOWN STRUCTURAL SIMILAR OTTO1 JAMB FLASHING STRUCTURAL SIMILAR AA ( • INSIDE CLOSURE - HEAD AND JAMB TRIM i AOLI/AVPI/LOAI I s WALL MAIN FASTENER(S) INSTALLATION 0726 OT26 OT26 I 12X1 1/4 S AB AC AV . � 1'-0" D.C. NOTCH PANEL AS REOUIRED Z JAMB FLASHING - w FJ15-_ 0 SILL FLASHING (IF REOUIRED) HEAD TUSHING I I COV ER FLASHING (OPTIONAL) SEE NOTE , ' FDH2-_ - I _ FOCF= _ / — — I WALL PANEL IL— — — — — — — — FINISHED FLOOR APR B 2 JAMB WALL PANELS BELOW SILL • NOT SHOWN FOR CLARITY� • WALL PANEL I OPENING 4RpFE - WIDTH NOTE: �)Q _ - FIELD SLR PANELS AND SLIDE HEAD i SECTION OR SILL FLASHING BEHIND PANELS E p co AT HEADER AND COVER FLASHING OT21 SECTION AT FRAMED OPENING JAMB OT26 SHEETING AND FLASHING ELEVATION OTOA ON TMEff DRAMNG56 EN,PLO ED - AB LONG SPAN IH WALLSCD AB ARCHITECTURAL III. ARCHITECTURAL 'V' RIB, LONG SPAN ILL AND MULTI-RIB PANEL WALLS AB �T"E1FPm'"ER Arm DDEs)rorsERVEas W �� C 71338 ^' ' "�.. OR REPRESUn IMEW M t� - HOf BE4D)dOERFD 4t 51101. EXP 12-31-20 CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY 2660 LOUIS AVE _ s l4%CC C' V" • OROVILLE, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 .AMBUCAN B=ING$ ` �`\P RELEASE /REVISION OWN: / CKD: ENGR DATE O RELEASE /REVISION OWN: / CKD: ENGR DATE ELJTE STEEL BUILDING SYSTEMS JOB NUMBER SHEET: . �v 1Em.Y 0F CALF ` 0 0 PLANS FOR PERMIT JT / MO 04!27/2017 W 17 GO 1270 SED-015 M BMR rs.rn' 17 r r.: X050# CAPACITY WITHOUT 2"z2" ANGLE, PURLIN- ROOF SLOPE 1:12 MAX SEE AL50 •(SHiSAA) 501 CAPACITY WITHOUT 2'x2" ANGLE, ROOF SLOPE 7:12 MAX SEE ALSO (SH15AA) 200 CAPACffY WITH 2"z2" ANGLE, # - PURLIN SEE ALSO (SH15AA) 250# CAPACITY WITHOUT 2"x2" ANGLE.,1.. - ROOF SLOPE LESS THAN) . r SEE ALSO (SRI 4PA (WITHOUT BEVEL WASHER) (WITHOUT BEVEL WASHER) 1 1�2" ROOF SLOPE 1:12 MAX OR EQUAL TO 4:12 - (SH15AA) PURLIN ' WITH 2"x2" ANGLE, ' .. - MAX. (WITHOUT BEVEL WASHER) - - 500# CAPACITY WITH 2'x2" ANGLE, - _ ROOFCAPACITY ROOF SLOPE 7:12 MAX - • - ROOF- SLOPE LESS THAN (WITHOUT BEVEL WASHER) PURLIN OR EQUAL TO 4:12 ' 1 1/2' NUT _ 1 1/2" - 250# CAPACITY WITH 2'x2" ANGLE, _ MAX. - MAX• (2) STRUCTURAL FASTENER(S) ROOF SLOPE GREATER THAN a 1 1/2" #12X1'1/4 TEK 4:12,,BUT LESS THAN 8:12 - MAX. ' WITHOUT ANGLE t WASHER ` , • AA (2) STRUCTURAL FASTENER(S) . CADDY PURLIN CLAMP - (2) STRUCTURAL FASTENER(S) WITH ANGLE SHOIA #12X1 1/4 TEK NUT MODEL 315 #12X1 1/4 TEK (WITH ANGLE) - SH02A * -(WITH ANGLE) - • - WITHOUT ANGLE � . • � WASHER OPTIONAL - ANGLE ' ' ' - - - _ - WITH ANGLE SH02A L , 7/16" HOLE (L2z2z1/8x6" LONG) 7/16"a HOLE - OPTIONAL ' T- ANGLE ' - (FIELD DTiILL) - (FIELD DRILL) 3/8"a ROD HANGER - (L2z2x1/8x 6" LONG) A,� 3/8"a ROD HANGER (2"x2"0/8"x 6" LONG) 3/8"e .ROD HANGER - NOTE: • ANGLE MAY BE OMITTED WITH 7/16"a HOLE 3/8"o ROD HANGER USE OF THIS DETAIL WILL•REOUIRE THE HANGER LOADS 50 LBS. " - ( FIELD DRILL) ROD HANGER TO BE BEM AFTER INSTALLATION ANGLE MAY BE OMITTED WITH OR LESS. •NOTE: USE OF THIS DETAIL WILL REQUIRE THE NOTE: USE OF THIS DETAIL WILL REQUIRE THE NOTE: - SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT HANGER LOADS 250 LBS. OR LESS EXCEPT THAT ANGLE IS REQUIRED ROD HANGER TO BE RENT AFTER INSTALLATION NOTE: ROD HANGER TO BE BEM AFTER INSTALLATION USE OF THIS DETAIL WILL REQUIRE THE RESPONSIBLE FOR THE DESIGN OR ADEQUACY WITH SLOPE GREATER THAN 4:12. SO THAT R HANGS VERTICALLY. PURLIN LIP MUST NOT SO THAT IT HANGS VERTICALLY. NOTE: ROD HANGER TO BE BENT AFTER INSTALLATION OF THE BENT ROD HANGER. BUT LESS THAN 8:12. _NOTE: PURLIN LIP MUST NOT THE METAL BUILDING SUPPLIER IS NOT BE DISTORTED. ' RESPONSIBLE FOR THE DESIGN OR ADEQUACY BE DISTORTED. - THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY PURLIN LIP MUST NOT "BE SO THAT R HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS N07 NOTE: - OF THE BENT ROD HANGER. OF THE BEM ROD HANGER. DISTORTED. - RESPONSIBLE FOR THE DESIGN OR ADEQUACY PURLIN LIP MUST NOT • OF THE BENT ROD HANGER. BE DISTORTED. HANGER DETAIL AT PURLINS SHO 1 HANGER DETAIL AT PURLINS _ SH01A HANGER DETAIL AT PURLINS SH016 HANGER DETAIL AT PURLINS SH02 ' AA ROD HANGER WITHOUT REINFORCING ANGLE - Air, ROD HANGER WITH REINFORCING ANGLE _ AA PURLIN CLAMP AA 250# CAPACITY WITHOUT 2'x2" ANGLE. ROOF SLOPE LESS THAN SEE ALSO (SH14AA) 500# CAPACITY WITH 2"x2" ANGLE, BOOP SLOPE THAN SEE ALSO (SH gp01 CAPACITY PROVIDED ROD HANGER IS WITHIN - OR EQUAL TO 4:12 (gHlz�pq) LESS OR EQUAL TO 4:12 PURLIN SH15AA) ( CENTER ONE-THIRD OF 3"x3"ANGLE SPAN SEE ALSO (SH 15AA) 1 1 /2" 250# CAPACITY WITH 2••x2'• ANGLE, (2001 CAPACITY OTHERWISE) MAX. ROOF4:12. SLOPEGREATER 1 1 2" ANGLE LONG.) AN 8H2 X. STRUCTURAL FASTENER(S) - (L2X2X3" LONG) PURLIN (2) #12X7 1/4 TEK (2) - PURLIN CADDY PURUN CLAMP MODEL 315 • CADDY PURLIN CLAMP MODEL 315 (2) STRUCTURAL FASTENER(S) #72X1 1/4 TEK 1/8 TYR _ ANGLE • , '- (L2x2x1/8x 6" LONG) 7/16"o HOLE (FIELD DRILL) ANGLE (L3X3X3/16X LENGTH) BENT LIP NOTE: - CLAMP OF PURLIN USE OF THIS DETAIL WILL REQUIRE THE ANGLE MAY BE OMITTED WITH - NOT ALLOWED , ROD HANGER TO BE BENT AFTER INSTALLATION 3/8"a ROD RANGER HANGER LOADS 250 LBS. OR LESS - - 3/8"o ROD HANGER SO THAT R HANGS VERTICALLY. THE METAL SUPPLIER IS NOT EXCEPT THAT ANGLE IS REQUIRED 3/ 8 a ROD HANGER .BUILDING RESPONSIBLE FOR THE DESIGN OR ADEQUACY - WITH SLOPE GREATER THAN 4:12, BUT LESS THAN 8:72. -. NOTE: • NOTE: USE OF THIS DETAIL WILL REQUIRE THE OF THE BEM ROD HANGER. USE OF THIS DETAIL WILL REQUIRE THE •ROD HANGER TO BE BENT AFTER INSTALLATION NOTE: NOTE: ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. PURLIN LIP MUST NOT PURUN LIP MUST NOT . SO THAT R HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT NOTE: FIELD WELDING REQUIRED, THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY BE DISTORTED. - BE DISTORTED. RESPONSIBLE FOR THE DESIGN OR ADEQUACY SEE DETAIL ENFWq_. _ OF THE BENT ROD HANGER. HANGER DETAIL AT PURLINS SH02A HANGER DETAIL AT PURLINS OF THE BENT ROD HANGER. SH02B HANGER DETAIL BETWEEN PURLINS SH03 CLAMP INSTALLATION "NOT ALLOWED" SH06 PURLIN CLAMP WITHOUT REINFORCING ANGLE AA PURLIN CLAMP WITH REINFORCING ANGLE AA AA - CLAMP CAUSING BENT PURLIN LIP AA 5001 CAPACITY - ROOF SLOPE LESS THAN - SEE ALSO (SH14AA) 500# CAPACITY ROOF SLOPE LESS THAN PURLIN SEE ALSO (SH14AA) 375# CAPACITY ROOF SLOPE LESS THAN ' SEE ALSO (SH14AA) OR EQUAL TO 1:12 • • PURLIN (SH75AA) OR EQUAL TO 1:12 (SH15AA) OR EQUAL TO 4a2 PURLIN (SH15AA) _ ' . 250# CAPACITY . ' 25 64'0 HOLE ROOF SLOPE GREATER THAN .., SAMMY X -PRESS (FIELD DRILL) 4:12• BUT LESS THAN 8:12 SIDEWINDER PIPE HANGER - MODEL SWXP 35 - , 1 A4 25/64'0 HOLE 1J.PX' (FIELD DRILL) _ 3/4 3�4" "MIN. WASHER * * MIN. SAMMY X—PRESS LOCK NUT - _ SIDEWINDER PIPE HANGER MODEL SWXP 35 - • NOT TO EXCEED MID -DEPTH OF PURLIN 3/8"o ROD HANGER 3/8"o ROD HANGER SAMMY X -PRESS - NOT TO EXCEED SWIVEL PIPE HANGER 25/64'0 HOLE MID -DEPTH OF PURLIN MODEL SXP 35 (FIELD DRILL) NOTE NOTE: 3/8"o ROD HANGER - - APR USE OF THIS DETAIL WILL REQUIRE THE ' USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TON BE BENT AFTER INSTALLATION SQ THAT R HANGS ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. NOTE: - e THE METAL BUILDING SUPPLIER IS NOT GSUPPLIE RESPONSIBLE FOR THE DESIGN OR ADEQUACY THE METAL BUILDING SUPPLIER IS NOT PURLIN LIP MUST NOT BE DISTORTED. T L OF THE BEM ROD HANGER. RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER.E�NURWNWSEAL� - - P� o e* A[` �i F 71a u�n7rx�raurtzsau�az CID HANGER DETAIL AT PURLINS SH11 HANGER DETAIL AT PURLINS SH11A HANGER DETAIL AT PURLINS SH12 w+ m pux.EorEatSQ[ y Z ROOF SLOPES LESS THAN OR EQUAL TO 1:12 AA SIDEWINDER PIPE HANGER.FOR SLOPES LESS THAN OR EQUAL TO 1:12 AA, ROOF SLOPES LESS THAN 8:72 AA VY Eb Fn UR L'•' C 71338 m. • - - Arm oo¢omsEmL ns ox aevxrgxrmE vwcer Ix 1 � DIMOF Eaoao—m EXP 12-31-201 T CHARLEY MCCAULEY DRAWING STATUS: FOR PERMITS ONLY 2660 LOUIS AVE S� CSV I� �Q ` OROVILLE, CA 35966 - SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v20.6 i1MER�ICAiI BUII�iF1GS 4 % ELTTE STEEL BUILDING SYSTEMS JOB NUMBER: SHEET: ,.,a,n„ OF CALL ` NO RELEASE /REVISION 0 PLANS FOR PERMIT DWN: /CKD: ENGR DATE O RELEASE /REVISION DWN: /CKD: ENGR DATE W 17 G 01270 SED -017 M e'MFi 1 ,IT / MO 04/27/2017 W NOTE: ' OTHER METHODS OF ATTACHING HANGING LOADS, NOT DEPICTED ON DETAILS SH01 SH02, SH03, SH 1 1 , SH 12, AND SH 13, ARE GENERALLY PERMITTED. HOWEVER, THE HANGER LOAD MUST NOT EXCEED 50 POUNDS PER HANGER LOCATION (WITHOUT SPECIFIC PRIOR APPROVAL FROM A QUALIFIED DESIGN PROFESSIONAL FOR A PARTICULAR LOAD). GENERAL HANGER NOTES SH15 AA I - - THE REGMTEREO PROFESLONAE ENGINEER WHOSE SERI APPFAgS ON THESE DRAMN05 EMPEOTED - (R THE MWNEACRIRER —DOESNUESERVERS OR REPRESEMTHE PROIEEO FNCilNEER OF REONiD 4ND SMALL NOT SE O]IdDEREDAS S CHARLEY MCCAULEY DRAWING STATUS: 2660 LOUIS AVE FOR PERMITS ONLY OROVILLE, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v2O.6 AJMCA.1� BUnDINGS ELBE STEEL BUILDING SYSTEMS JOB NUMBER I SHEET: Rrv�.s DWN: / CKD: I ENGR DATE 1201RELEASE / REVISION DWN: / CKD: ENG R DATE W 17601270 SED -018 M6 MR JT / I MO I 04/27/2017 - r • . - - APR 2 9 2011 o FES O � I C71338�m EXP 12-31-206 sl c►VIX. 9rF OF CA1 i 375# CAPACITY - ROOF SLOPE LESS THAN SEE ALSO (SH14AA) 250N CAPACITY ROOF SLOPE GREATER THAN OR EOUAL TO 8.12 SEE ALSO (SH14AA) (SH15AA) - OR EQUAL TO 4:12 ' �2 (SH15AA) CADDY PURLIN. CLAMP MODEL 315 IS AVAILABLE VIA THE • WARNING zso� CAPACITY PDRLIN MANUFACTURER'S WEBSITE:' 4 ROOF SLOPE GREATER THAN _ 4:12,. BUT LESS THAN 8:12 - - - • SAMMY X -PRESS THE HANGER CAPACITIES SHOWN ON THE AMERICAN BUILDINGS COMPANY DETAILS REPRESENT THE. SWIVEL. PIPE HANGER PURLIN F` www.encoxOm MAXIMUM ALLOWABLE SINGLE HANGING LOAD THAT A TYPICAL PURLIN CAN SAFELY SUPPORT UNDER ' MODEL SXP 35 . 25/64". HOLE Q _ - THE BEST OF CIRCUMSTANCES USING THE PARTICULAR HANGER DEVICE SHOWN IN THE DETAIL - (FIELD DRILL) .' MANY FACTORS BEYOND THE CONTROL OF THE METAL BUILDING SUPPLIER AFFECT THE ABILITY 4 SAMMY X -PRESS F` - OF A PURLIN TO SAFELY SUPPORT HANGING LOADS COMBINED WITH OTHER REQUIRED ROOF ' SWIVEL PIPE HANGER O LOADS. DUE TO THE VARIABLES INVOLVED IN HANGING LOADS AND THEIR ATTACHMENTS TO MODEL SXP 35 - THE PURLINS. THE METAL BUILDING SUPPLIER CANNOT ASSURE THAT THE PURLINS FOR A - SAMMY X -PRESS SWIVEL PIPE HANGER MODEL SXP 35 PARTICULAR BUILDING PROJECT CAN SAFELY SUPPORT THE MAXIMUM ALLOWABLE HANGING LOADS IN COMBINATION WITH OTHER ROOF LOADS. SAMMY X—PRESS SIDEWINDER PIPE HANGER.MODEL SWXP 35 IT IS THE RESPONSIBIL17Y OF THE HANGER SYSTEM INSTALLER TO COORDINATE WITH THE ENGINEER AND INSTALLATION TOOLS ARE AVAILABLE VIA THE OF RECORD FOR THE OVERALL PROJECT TO ENSURE A SAFE HANGING LOAD INSTALLATION. THE 25/64'•0 HOLE METAL -BUILDING ENGINEER IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT. (FIELD DRILL)- T MANUFACTURER'S WEB SITE: WITHOUT SPECIFIC CERTIFICATION FOR INDIVIDUAL HANGING LOADS, THE NET EFFECTS OF APPLIED HANGER LOADS INSTALLED ON A PARTICULAR PURLIN SHALL NOT EXCEED THE NET EFFECTS OF ' THE CERTIFIED UNIFORMLY APPLIED DESIGN COLLATERAL LOAD. SEE SHEET ABC -1. _ www.sommysuperscrew.com/sommyxpress.htm 3/8"D .ROD HANGER 3/8". ROD HANGER NOTE: - PURLIN LIP MUST NOT t BE DISTORTED. .. , HANGER DETAIL AT PURLINS SH12A HANGER DETAIL AT PURLINS SH13 WEBSITES FOR PREAPPROVED HANGER DEVICES. $H14 HANGER CAPACITIES WARNING SH16 SWIVEL PIPE HANGER FOR SLOPES LESS THAN 8:12 AA ROOF SLOPES GREATER THAN OR EOUAL TO 8:12 - AA AA AA NOTE: ' OTHER METHODS OF ATTACHING HANGING LOADS, NOT DEPICTED ON DETAILS SH01 SH02, SH03, SH 1 1 , SH 12, AND SH 13, ARE GENERALLY PERMITTED. HOWEVER, THE HANGER LOAD MUST NOT EXCEED 50 POUNDS PER HANGER LOCATION (WITHOUT SPECIFIC PRIOR APPROVAL FROM A QUALIFIED DESIGN PROFESSIONAL FOR A PARTICULAR LOAD). GENERAL HANGER NOTES SH15 AA I - - THE REGMTEREO PROFESLONAE ENGINEER WHOSE SERI APPFAgS ON THESE DRAMN05 EMPEOTED - (R THE MWNEACRIRER —DOESNUESERVERS OR REPRESEMTHE PROIEEO FNCilNEER OF REONiD 4ND SMALL NOT SE O]IdDEREDAS S CHARLEY MCCAULEY DRAWING STATUS: 2660 LOUIS AVE FOR PERMITS ONLY OROVILLE, CA 95966 SOFTWARE VERSIONS DESIGN: MSA 47.3 BIM: v2O.6 AJMCA.1� BUnDINGS ELBE STEEL BUILDING SYSTEMS JOB NUMBER I SHEET: Rrv�.s DWN: / CKD: I ENGR DATE 1201RELEASE / REVISION DWN: / CKD: ENG R DATE W 17601270 SED -018 M6 MR JT / I MO I 04/27/2017 - r • . - - APR 2 9 2011 o FES O � I C71338�m EXP 12-31-206 sl c►VIX. 9rF OF CA1 i DESIGN CALCULATIONS FOR ABC JOB W17GO127A r , (0'�� PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE - 6. BY NO. REVISIONS DES CHK DATE i 1 of 118 DES CHK DATE MO 04/24/17 NO. REVISIONS DES CHK DATE i 1 of 118 --- No vertical or horizontal memenine (floor) loads have been considered in the design of this building unless specifically otherwise slated in this document - You, the End User, and Engineer of Record for the Project should carefully review the design criteria described in this letter to confirm that they satisfy your requirements for the building. Any changes or deviations from the requirements of your purchase order specifications or building requirements should be reported immediately by written notice to the metal building manufacturers assigned Customer Service Representative. The metal building manufacturer will rely upon your acceptance or lack of exception to,this Certification as a basis for proceeding with design and fabrication of the metal building system components as provided in this Certification. , Note: This project is designed as an Enclosed Building. Accessories (doors, windows, etc.) by others must be designed as "components and cladding" in accordance with the specific wind provisions of the referenced building code. Please note that unless otherwise specified on your Purchase Order, the metal building manufacturers Serviceability Standards will be used for design and fabrication of your order. The above design loads and criteria are all applied in accordance with the 2016 California Building Code. I The design is in general accordance with AISC 360-10 and the 2012 NASPEC. This certification is limited to the structural design of the framing and covering pans manufactured by the metal building manufacturer and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other pails of the project not provided by the metal building manufacturer such as foundations, masonry walls, mechanical equipment, structural connections by others, and the erection and inspection of the building. Failure of the excluded items to satisfy their required loads will impair the building design and invalidate this certification. The metal building manufacturer is American Buildings Company (ABC). The building should be erected in accordance to the ABC General Erection Guide and ABC's erection drawings for the referenced job. The undersigned engineer is employed by the metal building manufacturer and does not serve as or represent the Engineer of Record for the overall project. Sincerely, . A/ �eaosoti. APR 2A 2017 MO Masaaki Orikura, P.E. IBC 2015 Design Letter of Certification V1.3 3 � C 71338 'rm *.^) EXP, 1251/2017 * C'V I`�\A a:31 AM FOFCAl1F0� c r Date: April 28, 2017 ' ABC Job Number. W17GO127A - AMERICAN' BUILDINGS Builder Name: Elite Steel Building Systems Builder Mailing Address: 3275 Heritage Road v�,.ru�oFa.dvnPwHv Builder City, State, 8 Zip: Oroville, CA 95966 Modesto Service Center Builder Telephone Number. 2260 Tenaya Drive - Modesto, California 95354 Customer Name: Charley McCauley (209) 236-0580 Job Site City, State, 8 Zip: Oroville, CA 95966 ' Building Description: GB4518-20x60 (1:12) s w This is to certify that the metal building components manufactured by the metal building manufacturer for the referenced building have been designed in accordance with the information specified to the metal building manufacturer on the order documents and summarized by the loading information shown below. The ' metal buildings manufacturer's design and fabrication facilities have attained accreditation from the International Accreditation Services (IAS), an International Code Council subsidiary, evidence that the personnel and quality system maintained by the metal building manufacturer are in compliance with both the IAS AC472 criteria and the requirements of Chapter 17 of the International Building Code. " In addition to the dead load, D. of the building components, the members are designed to the following design basis: BUILDING RISK CATEGORY 11 SEISMIC ANALYSIS PROCEDURE Equivalent Lateral Force Site Classification D COLLATERAL DEAD LOAD, C 1.0 PSF Short Period Spectral Response Acceleration, Ss 62.50% 1 Sec Period Spectral Response Acceleration, Sl 26.10% Seismic Importance Factor, Ie 1.00 Seismic Design Category D Spectral Response Coefficient, SDS 0.542 j ROOF LIVE LOAD, L, 20.0 PSF Reducible Spectral Response Coefficient, SDl 0.327 (Note: Roof Live Load Is Reducible as Permitted by Code) Basic Transverse Seismic -Force Resisting System ORDINARY MOMENT FRAMES Basic Longitudinal Seismic Force Resisting System CONCENTRIC BRACED FRAMES Transverse Seismic Response Coefficient, Cs 0.155 Longitudinal Seismic Response Coefficient, Cs 0.167 GROUND SNOW LOAD, Pg 0.0 PSF Transverse Response Modification Coefficient, R 3.50 Flat -Roof Snow Load, Pf 0.0 PSF Longitudinal Response Modification Coefficient, R 3.25 • Thermal Factor, Ct 1.20 Snow Exposure Factor, Ce 0.90 ADDITIONAL I AUXILIARY DESIGN LOADS, A (None) Snow Importance Factor, Is 1.00 WIND VELOCITY, Vue (3 -second gust) 110.0 MPH WIND VELOCITY, Vasa (3 -second gust) 85.2 MPH Wind Exposure Category C Enclosure Classification Enclosed ' Internal Pressure Coefficient -1-0.18 " Design Suction / Pressure for Wall Components .33.44 PSF and Cladding Not Designed or Provided By ABC. +25.06 PSF MEZZANINE (FLOOR) DEAD LOAD, D 0.0 PSF- MEZZANINE (FLOOR) COLLATERAL LOAD, C 0.0 PSF"^ - MEZZANINE (FLOOR) LIVE LOAD, L 0.0 PSF'-' w --- No vertical or horizontal memenine (floor) loads have been considered in the design of this building unless specifically otherwise slated in this document - You, the End User, and Engineer of Record for the Project should carefully review the design criteria described in this letter to confirm that they satisfy your requirements for the building. Any changes or deviations from the requirements of your purchase order specifications or building requirements should be reported immediately by written notice to the metal building manufacturers assigned Customer Service Representative. The metal building manufacturer will rely upon your acceptance or lack of exception to,this Certification as a basis for proceeding with design and fabrication of the metal building system components as provided in this Certification. , Note: This project is designed as an Enclosed Building. Accessories (doors, windows, etc.) by others must be designed as "components and cladding" in accordance with the specific wind provisions of the referenced building code. Please note that unless otherwise specified on your Purchase Order, the metal building manufacturers Serviceability Standards will be used for design and fabrication of your order. The above design loads and criteria are all applied in accordance with the 2016 California Building Code. I The design is in general accordance with AISC 360-10 and the 2012 NASPEC. This certification is limited to the structural design of the framing and covering pans manufactured by the metal building manufacturer and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other pails of the project not provided by the metal building manufacturer such as foundations, masonry walls, mechanical equipment, structural connections by others, and the erection and inspection of the building. Failure of the excluded items to satisfy their required loads will impair the building design and invalidate this certification. The metal building manufacturer is American Buildings Company (ABC). The building should be erected in accordance to the ABC General Erection Guide and ABC's erection drawings for the referenced job. The undersigned engineer is employed by the metal building manufacturer and does not serve as or represent the Engineer of Record for the overall project. Sincerely, . A/ �eaosoti. APR 2A 2017 MO Masaaki Orikura, P.E. IBC 2015 Design Letter of Certification V1.3 3 � C 71338 'rm *.^) EXP, 1251/2017 * C'V I`�\A a:31 AM FOFCAl1F0� c r Pamphlet Design Calculations Pamphlet SECTION 1, General Introduction Figure 1 — Clear Span Rigid Frame Building Selected References • SECTION 2, Rigid Frame Rigid Frame Explanation and Method of Analysis Lateral Deflection of Frames Rigid Frame Analysis SECTION 3, Endwalls and Bracing Endwall and Bracing Explanation and Method of Analysis Figure 4 — Column and Beam Endwall Bracing Figure 5 — Column and Beam Endwall Tension Bracing Nomenclature Endwall Frame Analysis SECTION 4, Purlins and Girts Section Properties Purlin and Girt Analysis SECTION 5, Panels Panel Profiles and Engineering Properties (Longspan III) Panel Profiles and Engineering Properties (Architectural III) Panel Profiles and Engineering Properties (Architectural "V" Rib) Panel Profiles and Engineering Properties (Standing Seam II) Panel Profiles and Engineering Properties (Standing Seam 360) Panel Profiles and Engineering Properties (Shadow) Panel Profiles and Engineering Properties (16" Loc -Seam) Panel Profiles and Engineering Properties (12" Loc -Seam) Panel Profiles and Engineering Properties (Multi -Rib) Panel Profiles and Engineering Properties (Seam Loc) SECTION 6, Miscellaneous Standard, Specifications 2.1-2.3 2.4 3.1 3.2 3.3 3.4 4.1 5.1 5.2 5.3 5.4 5.5 5.6 5.7 5.8 5.9 5.10 SUBJECT TO CHANGE WITHOUT NOTICE REVISED May 31; 2011 i. of SECTION 1 � GENERAL 5 of 118 • ABC Design Calculations Pamphlet The information contained within this pamphlet is a technical description of an American Buildings Company metal building system. It represents an application of the most modern methods of mathematics and engineering to the design of a building system. Its purpose is to provide interested reviewers with necessary design _calculations and other. documentation required to readily verify the structural integrity of a building system. Figure 1 is a drawing of an American building system, illustrating typical load carrying members, i.e., rigid frames, endwalls, purlins, girts, bracing and panels. A clear span' rigid frame building was selected for this purpose, however, any of American's other standard designs, as described in the American Buildings Company Standard Specifications, could have been used to illustrate these basic building components. All designs are in accordance with AISC or NASPEC specifications, as applicable. The stress distributions in all load carrying members are obtained by the most appropriate methods of the universally accepted elastic theory as applied to. indeterminate structures. A computer is used for many of the complex ,and laborious design calculations: ' American's building systems are designed to meet the most severe conditions of loading as set forth by the specified building code. The combinations and applications of loads are incorporated into the design of a building and its components as required. Occasionally, special design conditions cannot be handled through one of our standard' design formats. In these cases, special hand calculations will be included. Subsequent sections of this report present detailed design calculations and necessary explanations. - These are: Section 2, Rigid Frame; Section 3, Column and Beam Endwall; Section 4, Purlins and Girts; Section 5, Roof and Wall Panels; and Section 6, Miscellaneous and Special Conditions. A. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, 2008 I6Section 1 Page 1 6 of ROOFF ABC Design Calculations Pamphlet GO�U E�IO FIGURE 1 SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, 2008 061BC of 0 • ABC Design Calculations Pamphlet 1) American Institute of Steel Construction. Steel Construction Manual. Chicago, III: American Institute of Steel Construction. 2) American Iron and Steel Institute. North American Specification for the Design of Cold- Formed Steel Structural Members: Commentary on the North American Specification for the Design of Cold -Formed Steel Structural Members. Washington, D.C.: American Iron and Steel Institute. 3) Fritz Engineering Laboratory and Lynn S. Beedle. Structural Steel Design. New York: Ronald Press Co, 1964. 4) Griffiths, John D. Single Span Rigid Frames in Steel. New York: American Institute of Steel Construction, 1948. 5) Metal Building Manufacturers Association. Metal Building Systems Manual. Cleveland, Ohio: Metal Building Manufacturers Association. SUBJECT TO CHANGE WITHOUT NOTICE REVISED NOVEMBER 30. 2011 0. of Notes for ABC Job#: W17GO127A Charlie Mccauley It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 0 9 of 118 0 '150 OUT: 70,00OFSTM _ - 22'6: S� 10 of 118 W 17G0127A . HAND CALCULATIONS 11 of 118 I . . . . . . . . . . . . American Buildings Company Bulldlng Geometry Information Minimum Seismic And Wind Forces Calculation (IBC2012 ) Job Number. W11GO127A Engineer. MO Building Width _:::::'6250%.`:'°2 Roof Weight D + C psf Building Length ft. Roo1.,0: % Snow for Seismic FSW Eave Height ft. Weight of Sidewall Y i!3 psf Ridge From FSW ft. Weight of Endwall =jAi.".. psf Roof Pitch 2 Longitudinal Partition WT. psf Canopy Width @ FSW ft. Quantity of Longitudinal Part. Canopy Width @ RSW R = Transverse Partition WT. psf Max. Interior Bay Trib. !ft. Quantity of Transverse Part. Building End Bay Trib. 1'-106 ft ki Longitudinal Special Weight kips 1.88 Sms = 0.81 Smi = 0.49 Transverse Special Weight kips Regular Structure: Stories Above Grade: Flexible Diaphragm: Risk Category Eli] S^) _:::::'6250%.`:'°2 .: Sl(%) kib Site Class Transverse Direction (Interior): R = .:',:3.50 i!3 "Do T, = 0.28 Transverse Direction(End): R = Ta = 0.17 Longitudinal Direction: R = -.-. ,w.* -00 - .�'. Ta = 0.17 Seismic Factor 1E = 1.00 F,, = 1.30 IF, = 1.88 Sms = 0.81 Smi = 0.49 Seismic Design Category = D SDS = 0.54 Sol = 0.33 ........ ..... .... qh =0.00256KhKe psf- GCpi 0.69/1.04 Longitudinal GCpr Transverse GCPf_ GCPi = 0.96/1.44 Interior Bay Tributary Width = 20 ft Total Load = Pw B* H12 = 4.4 Kips 2. Seismic Load Redundancy Factor p =A1.3 W = 6.93 Kips Cs = 0.15 V = QE = 1.07 Kips Eh = p*Qr; = 1.4 Kips E, = 0.2SN*D = 0.6 Kips Em=Qo*QE= 3.2 Kips End Bay Tributary Width = 11 ft Total Load = PW* B* H/2 = 3.7 Kin 2. Seismic Load Redundancy Factor p, = 1.30 W = 3.81 Kips cs = 0-17 V = CIE = 0.64 Kips Eh =p*QE = 0.8 Kips I!,=0.2SD.*D= 0.3 Kips E. =Qc�QE = 1.3 Kips 1. Wind Load Total Load = PWB' H12 = 8.2 Kips 2. Seismic Load (Accidental Torsion Included if not flexible diaphragm) Redundancy Factor p R A ' ........... ... W = 20.1 Kips CS = _117 V = CIE = 3-4 Kips Eh =P*QE = 4.4 Kips E, =0.2SD,*D = 1.9 Kips Em =Clo*QE = 6.7 Kips Version 6.0 Author: WW Quality And Service Every Time...All The Time 3:0?SMf 91f 17 O AMERIPAR'SUILPINS'S. COMPANY xt4ijll��ill�m C OMPANY . ...... . . .............. ......... . ............ ... ...... ........ .............. ......... ... .. . ... .... .. . ... .... - bv- ... ....... . . . ......... ..... ..... ......... .... . ....... . .. ....... . . . . . . . . . . .. ... . ... ... .... . .. . . . ... .. .... ... .. - . ... .... .... ..... ...... ..... ... .. . . ... ....... A L-1 ... ... . . ... ........ .... ....... ... ... .... ..... i Z .... .... . . - - .... .. . ........ .. . .... ... .... . ......... .. ..... ...... . .. ..... .... . ..... . ... ..... . ...... ..... ... .. . .... .. . ...... .... 13 of 118' .... . . ... ........ .._ ...._...._ ...._..........a..._.._ . . .. ..... . ... . . . . .......................... . ..... . .... .............. . .. . . ..... ........ ..... ........ .... ... . ..... . . .......... .. ..... . ..... L . . . . . . . . . . Framed Openings* Calculation �- �R- � I American Buildings Company Module 1 [�)FSW BAY Job Number QRSWBAY (AISC 360-05 ASD & AISI S100 -2007/S2-10) W17GO127A Engineer MO [:]LEW BAY OREW BAY DEVENSIONS R MSA SECONDARY FRAME OUTPUT Span length (column tD column) Wind pressure (50 yr. wind) 1"I";L'i..-'.-23]'.2 Door width (j) T2'QR;ft'ii'a i Suction coefficient Use Hot Robed Jambs? ❑ No Door Height Use Different Depth Jambs? ❑ No Pressure coefficient P Distance from left column to ]"jamb (i) Stress Ratio= 1.00 Suction -15.05 psf • Distance from header to jamb support Am. = L / 1527 Pressure 12.54 psf Ht of the girt/eave above jamb support Design spacing, jamb supp. 16.00 m Deflection standard is LMD for 50 yr. wind Allowable Stress Ratio Wall Girt Depth *8' 09.5" 012' I PANEL CONDMON Nested (2) Girt ? El No Jamb Support(s) R F Use Hot -Robed Channels? 0Yes *No See comment window for R values IA:Aancc Belween Lawr' ,I'Suppoi-L: in Header R Jambs R = N/A Chnnnel Depth SO,-.0ion 00B OC9 OCIO See comment windows for R values Use Hot Robed Jambs? ❑ No Use Different Depth Jamb Support? El No Use Different Depth Jambs? ❑ No Maximum Girt Spacing= 7 i— Recommended Member For Jamb Support(s) 82I2 Stress Ratio= 1.00 Amro = L / 457 •Recommended Minimum Member Size For Jambs 806 Stress Ratio= 0.38 Am. = L / 1527 Recommended Minimum Member Size For Header 8CI6 Stress Ratio= 0.09 Am.= L / 10296 All members are designed as simple span. R. — The reduced sectional properties were used for cold formed members. Framed Opening Calculation V2.0 7100 9.33 20.60 14 of 118 412412017 4:14 PM A Framed Openings Calculation (AISC 360-05 ASD & AISI 5100-2007/S2-10) . American Buildings Company Job Number W17GO127A Engineer WO - Mtxiule 1 ❑✓ FSVP BAY QRSW BAY ❑LEW BAY s`•, ❑REW BAY ,. DIMENSJONS MSA SECONDARY FRAME OUTPUT Span length (column to column)„ :::::19.'00: fr:'':.” ci ; Wind pressure 50 wind) '3 :.23• 0.6 Door width (J) I3,O0.;;ft;i;':.'<' Suction coefficient Door Height fl'::`; :f - Pressure coefficient: Distance from left column to In jamb (i) is :4.00:fi.. '..;': ; Suction =s 15.05 psf Distance from header to jamb support _.i ::133 rft ?.::; ° Pressure 12.54 psf Ht of the girt/eave above jamb support :[':? d8 00: ft: `;`;"':" = • Design spacing, jamb Supp. 16.00 in :.• . Deflection (standard is U90 for 50 yr. wind) Y.90::°:;.`r _ a I; ::; Allowable Stress Ratio - 1:03 c �.-,�.•.:� :-,..,_:-... . _.a_u:��' Vic. .._:r::. ::..,t_ ......: -1, ._n:;:_yv,_' � .. .�_'..y-= "i'z- fP� • T:iL �,- 'L'Ltl' ��=i:_`.--.�.-TI�`b..r �V�3F.1-.G ^ , z Wall Girt Depth @)8" 09.5° 012° ., • PANEL CONDITION Nested (2) Girts ? ❑ No t - Jamb Support(s) R Use Hot-Rolled Channels? - OYes No See comment window for R Values Gi5l�Fit'k 110E\\'PAiil l_SICI'(!1 Sa:,:port .. iii,; :; :.ha, ".��.. in , 'Header R =;`:=s 0.40'::" Jambs R = N/A Chamn�l Uc.Tlh ;el;xtion OC8 OC9 QC10 '• See comment windows for R values . Use Hot Rolled -Jambs? ❑ • No Use Different Depth Jamb Support? ❑ ' < No Use Different Depth Jambs? ❑ No - Maximum Girt Spacing = is `', : 7 33 ft Recommended Member For Jmnb Support(s) �- 8Z12 Stress Ratio= 0.95 Ate, = L / 429 -. Recommended Minimum Member Size For Jambs 8CI6 Stress Ratio= 0.87 Ami =L / 411 • Recommended Minimtmm Member Size For Header ' 8C16 Stress Ratio= 0.09 'A..= L / 10296 .:. - --i._":t= ;=.=: � zv: - = r'��'':{. =•"^'.� ^-sew:; ._i"^'_, _ _ --_ �S' � •-,�^s:--' -ick.-, `'z'=�,,T:.:_L-=.��e-!+"2�'''*'—.r. -_ •;:.`�;..'_ - ' :- _.:.;.tip: .}._.;= _'�: All members are designed as simple san.-- The reduced sectional properties were used for cold formed . -_tensa: �_,�;,-�='��=�'�=�"•_=��:s•��=�:bw ��_-a::�,�=; 18.00 Next Glrt / Eave Jamb Support . 15.33 Door Header Do _ 14.00 C • w , 4.00 • 16.00 19.00 15 of 118 Framed Opening Calculation V2.0 • � y' r 4124/2017 4:15 PM SECTION 2 RIGID FRAME ABC Design Calculations Pamphlet Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be performed for steel frames. Following is a brief description of this program. The program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. This is made possible through the use of computers. The processing speed of the modern computer permits the use of complex mathematical • methods which would be impractical in hand computations. These techniques, along with a completely rigorous structural theory approach, give technically precise and accurate results. The program consists of seven segments: 1) Geometry Input 2) Loading Input and Stiffness Computation 3) Equivalent Forces Computations 4) Solution for Displacements 5) Reactions and Member Force Computation . 6) Strength Analysis 7) Design Decisions Geometry: The general structural configuration that the program can analyze or design is depicted in Figure 2. It shows a gable frame with vertical sidewalls and a roof sloping downward on both sides of the ridge. Rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter may be composed of a number of segments with "I" shaped cross-sections that may be prismatic or tapered. Interior columns must be prismatic, but may be "I" sections .or pipes. Bases of sidewall and interior columns may be at different levels. Left and right sidewall heights and roof slopes may be unequal. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18. 2008 r. . Section 2 Page 1 17 of 118 t. ABC Design Calculations Pamphlet 0 FIGURE 2 Typical Configuration of Frame Support and Loadings: Column bases may be specified pinned, free, sliding, rolling, or fixed. Tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed loads are considered to be transmitted to the frame by girts and purlins, which are at specified locations. Concentrated forces and moments may be applied at any location on the frame, thus permitting the inclusion of overhang loads, crane loads, bracket loads, etc. Input: Input to the program consists of information on building geometry, web depths at critical locations, column locations, girt and purlin locations, load intensities and combinations, material properties, deflection limits, and stress criteria. If only analysis is required, member cross-section details are also input. If the frame is to be designed, inventories of flange sizes, web material, W -shapes, and pipe sizes are employed. SUBJECT TO CHANGE WITHOUT• • MAY 18. 2008 ` 06/BC Section 2 Page 2 18 of 118 ABC Design Calculations Pamphlet Analysis: In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise centerline geometry of the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and . other junction points called "Nodes". All the loads are transformed ,into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and.loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical and shear stresses along each member are computed, and checked against allowable criteria according to AISC Specifications. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a frame is determined by an iterative process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. Output: The output may be requested at various levels of detail. The basic output consists of a listing of input data, centerline geometry, reactions, member end reactions, Nodal -, displacements, member sizes, criteria checks, bolted connections, anchor bolts and base plates. More exhaustive information may be extracted if desired. SUBJECT TO CHANGE WITHOUT NOTICE REVISED May 18. 2008 19 of • 0 ABC Design Calculations Pamphlet As noted in Section 1.3.4.8 of Metal Building Systems Manual, 2006 Edition: "Many metal building systems are designed with moment -resistant frames aligned in the transverse direction to resist lateral loading. Experience has shown that the lateral drift of the frames under wind loading is far less than predicted by the usual static analytical procedures." These factors unquestionably account for most of this apparent anomaly: 1) Drift calculations are traditionally based on full design loads. 2). Moment -rotation stiffnesses of "pinned" bases are taken as zero. 3) The usual analytical procedures are based on "bare" frames (skin action of roof diaphragms and endwalls is neglected) thus load sharing has not been taken into account. 4) The static analysis used does not take into account the dynamic effects of the applied load and the mass effects of the structure. Theoretical bare frame deflections are given on the computer printout for each node point. Lateral deflection limits are based upon American Buildings Company Serviceability Policy unless specified otherwise. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, 2008 I•Secton 2 Page 4 20 • MSA 47.4 Page 1 of 25 JOb:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD BY THE 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS WITH STABILITY DESIGN BY THE DIRECT ANALYSIS METHOD BUILDING DESCRIPTION - - RF@LINE 2-3 W17GO127A FRAME WIDTH 'BAY SPACING ROOF SLOPES "INT. COLUMNS MEMBERS NODES 45:000 ft. 20.000 ft. 2 0 8 9 LEFT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACINGS) --------------- 0.000/ 12.0 8:00 in. 1 @ 90.00 in. NODE BASE 1 SPLICE 2 SAVE 3 ROOF SLOPE 1 --------------- NODE LEFT END 3 SPLICE 4 RIGHT END 5 ROOF SLOPE 2 --------------- NODE LEFT END 5 SPLICE 6 RIGHT END 7 RIGHT WALL --------------- NODE EAVE 7 SPLICE 8 BASE 9 LOCATION 0.000 ft. 16.198 ft. 18.000 ft. SLOPE W/HORIZ. 1.000/ 12.0 LOCATION -0.000 ft. 7.552 ft. 22.500 ft. SLOPE W/HORIZ. -1.000/ 12.0 LOCATION 22.500 ft. 37.448 ft. 45.000 ft. SLOPE W/VERT. -0.000/ 12.0 LOCATION 18.000 ft. 16.198 ft. 0.000 ft. WEB DEPTH 10.000 in. 15.000 in.. 15.000 in. PURLIN DEPTH 8.00 in. WEB DEPTH 15.000 in. 15.000 in. 15.000 in. PURLIN DEPTH 8.00 in. WEB DEPTH 15.000 in. 15.000 in. 15.000 in. GIRT DEPTH 8.00 in. WEB DEPTH 15.000 in, 15.000 in, 10.000 in. 1 @ 72.00 in. 1 @ 54.00 in. CONNECTION PINNED RIGID RIGID TYP. PURLIN SPACE 37.01 in. CONNECTION RIGID RIGID RIGID TYP. PURLIN SPACE 37.01 in. CONNECTION RIGID RIGID RIGID GIRT SPACINGS) 1 @ 90.00 in. 1 @ 72.00 in. 1 @ 54.00 in. CONNECTION RIGID RIGID PINNED 21 of 118 • 22 of 118 MSA 47.4 Page 2 of 25 JOb:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 MEMBER SIZES OUTER FLANGE WEB INNER FLANGE WEB -TO -FLANGE YIELD STRESS MEMBER WIDTH THICKNESS THICKNESS WIDTH THICKNESS WELD FLANGE WEB (inches) (inches) (inches) (inches) (ksi) (ksi) 1 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 2 5.00 X 0.2500 0.1644 5.00 X 0.2500 0.1250 NS 55.0 55.0 3 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 4 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 • 5 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 6 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 7 5.00 X 0.2500 0.1644 5.00 X 0.2500 0.1250 NS 55.0 55.0 8 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 230.3 2 9.7 69.3 3 98.9 4 230.9 51.2 5 230.9 6 98.9 69.3 7 9.7 8 230.3 Total: 1139.6 189.8 22 of 118 MSA 47.4 Page 3 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17GO127A.01A 04/24/17 15:58:13 NODE COORDINATES NODE X Y X OUT'OF PLUMB (in.) (in.) (0.003xY) (in.) 1 13.50 0.00 +/- 0.0000 2 16.00 194.38 +/- 0.5831 "3 16.00 201.28 +/- 0.6038 4 91.25 207.55 +/- 0.6226 5 270.00 222.44 +/- 0.6673 6 7 448.75 524.00 207.55 201.28. +/- 0.6226 • +/- 0.6038 8 524.00 194.38 +/- 0.5831 9 526.50 0.00 +/- 0.0000 23 of 118 MSA 47.4 Page 4 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 LOAD CASE 1 : D No Stress Check; No Deflection Limits DEAD LOAD = 2.50 psf ----------------------------------------------------------------------------------- LOAD CASE 2 : D+C No Stress Check; No Deflection Limits DEAD LOAD = 3.50 psf • -------------------------------------------.------------------------------------- LOAD CASE 3 : L No Stress Check; L/180 Vertical Deflection Limit LIVE LOAD = 12.00 psf ----------------------------------------------------------------------------------- LOAD CASE 4 : WL^ No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND.LOAD = 23.23 psf C1= -0.63; C2= -0.87; C3= -0.87; C4= -0.63 ----------------------------------------------------------------------------------- LOAD CASE 5 : WLX+^ No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= -0.63; C2= -0.87; C3= -0.87; C4= -0.63 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 4 17.83 Neutral Axis 0.00 -7.02 0.00 -8.35 (out -of -plane) --------------------------------------------------------------------------------- LOAD CASE 6 : WLX-^ No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= -0.63; C2= -0.87; C3= -0.87 C4= -0.63 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 4 0.50 Neutral Axis 0.00 7.02 0.00 -8.35 (out -of -plane) -------------------------------------------------------------------------7--------- LOAD CASE 7 : W1-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= 0.58; C2= -0.51; C3= -0.19; C4= -0.11 7 ------------------------------------------------------------------------------- LOAD CASE 8 : W1< - No Stress Check; H/25 Horizontal'Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= -0.11; C2= -0.19; C3= -0.51; C4= 0.58 ----------------------------------------------------------------------------------- LOAD CASE 9 W2-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= -0.27; C2= -0.51; C3 -0.19; C4= -0.27 ----------------------------------------------------------------------------------- 24 of 118 MSA 47.4 Page 5 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 LOAD CASE 10 : W2< - No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= -0.27; C2= -0.19; C3= -0.51; C4= -0.27 ----------------------------------------------------------------------------------- LOAD CASE 11 : W3-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= 0.22; C2= -0.87; C3= -0.55; C4= -0.47 ----------------------------------------------------'------------------------------- LOAD CASE 12 : W3<- • No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= -0.47; C2= -0.55; C3= -0.87; C4= 0.22 ----------------------------------------------------------------------------------- LOAD CASE 13 : W4-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= -0.63; C2= -0.87; C3= -0.55; C4= -0.63 ----------------------------------------------------------------------------------- LOAD CASE 14 : W4< - No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 23.23 psf C1= -0.63; C2= -0.55; C3= -0.87; C4= -0.63 ----------------------------------------------------------------------------------- LOAD CASE 15 : E-> No Stress Check; H/24 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 18.00 Neutral Axis 0.70 .0.00 0.00 2 4 18.00 Neutral Axis 0.70 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 16 : E< - No Stress Check; H/24 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 18.00 Neutral Axis -0.70 0.00 0.00 2 4 18.00 Neutral Axis -0.70 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 17 : ELX+^ No Stress Check; H/24 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 4 17.83 Neutral Axis 0.00 -3.67 0.00 -4.36 (out -of -plane) ---------------------------------------=------------------------------------------- LOAD CASE 18 : ELX-^ No Stress Check; H/24 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 25 of 118 MSA 47.4 Page 6 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 1 4 0.50 Neutral Axis 0.00 3.67 0.00 -4.36 (out -of -plane) -------------- -------------------------------------------------------------------- LOAD CASE 19 : nE-> No Stress Check; No Deflection Limits 26 of 118 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * • (kips) (kips) (kip -ft) 1 1 18.00 Neutral Axis 1.60 0.00 0.00 2 4 1.. 0.00-7 -----0 00----- LOAD CASE 20 : OE< - No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS, LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL 'VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 18.00 Neutral Axis -1.60 0.00 0.00 2 4 18.00 Neutral Axis -1.60 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 21 : 4ELX+^ No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 4 17.83 Neutral Axis 0.00 -5.64 0.00 -6_70-(out-of-plane) -------------------------------------------------- LOAD CASE 22 : 4ELX-^ No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) • * (kips) (kips) (kip -ft) 1 4 0.50 Neutral Axis 0.00 5.64 0.00 -6.70 (out -of -plane) v----------------------------------------------------------------------------------- LOAD CASE 23 : D+C + L nL ASD; No Deflection Limits Highest check ratio achieved in this load case ----------------------------------------------------------------------------------- = 0.948 LOAD CASE 24 : D+C + L nR ASD; No Deflection Limits Highest check ratio achieved in this load case•= 0.948 -------=--------------------------------------------------------=------------------ LOAD CASE 25 1.08D+C + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.437 ----------------------------------------------------------------------------------- LOAD CASE 26 1.08D+C + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.442 ----------------------------------------------------------------------------------- LOAD CASE 27 : 1.08D+C + 0.70E<- nL ASD; No Deflection Limits Highest,check ratio achieved in this load case = 0.442 26 of 118 MSA 47.4 Page 7 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 ----------------------------------------------------------------------------------- LOAD CASE 28 : 1.08D+C + 0.70E<- nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.437 LOAD CASE 29 : 1.08D+C + 0.70ELX+^ nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.288 LOAD CASE 30 : 1.08D+C + 0.70ELX+^ nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.296 LOAD CASE 31 : 1.08D+C + 0.70ELX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.258 LOAD CASE 32 : 1.08D+C + 0.70ELX-^ nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.258 LOAD CASE 33 : 0.90D+C + 0.5852E-> nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 34 : 0.90D+C + 0.5852E-> nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 35 : 0.90D+C + 0.5852E<- nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 36 : 0.90D+C + 0.5852E<- nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 37 : 0.90D+C + 0.5852ELX+^ nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 38 : 0.90D+C + 0.5852ELX+^ nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 39 : 0.90D+C + 0.58nELX-^ nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 40 : 0.90D+C + 0.5852ELX-^ nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 41 : D+C + 0.45WL^ + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.381 LOAD CASE 42 : D+C + 0.45WL^ + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.381 LOAD CASE 43 : D+C + 0.45WLX+^ + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.419 LOAD CASE 44 : D+C + 0.45WLX+^ + 0.75L nR 27 of 118 i is MSA 47.4 Page 8 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.428 ----------------------------------------------------------------------------------- LOAD CASE 45 : D+C + 0.45WLX-^ + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.381 ---------=------------------------------------------------------------------------- LOAD CASE 46 : D+C + 0.45WLX-^ + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.381 ' ----------------------------------------------------------------------------------- LOAD CASE 47 : D+C + 0.45W1-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this'load case = 0.804 -----------------------------------------------------------------------------------' LOAD CASE 48 : D+C + 0.45Wl-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.815 ----------------------------------------------------------------------------------- LOAD CASE 49 : D+C + 0.45W1<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.815 ----------------------------------------------------------------------------------- LOAD CASE 50 : D+C + 0.45W1<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.804 ----------------------------------------------------------------------------------- LOAD CASE 51 : D+C + 0.45W2-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.620 -------------------------------------------------------------7--------------------- LOAD CASE 52 : D+C + 0.45W2-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.610 ----------------------------------------------------------------------------------- LOAD CASE 53 : D+C + 0.45W2<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.610 ----------------------------------------------------------------------------------- LOAD CASE 54 : D+C + 0.45W2<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.620 ----------------------------------------------------------------------------------- LOAD CASE 55 : D+C + 0.45W3-> + 0.75L nL, ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.676• - ----------------------------------------------------------------------------------- LOAD CASE 56 : D+C + 0.45W3-> + 0.75L nR ASD; No.Deflection Limits Highest check ratio achieved in this load case = 0.682 -----------------=----------------------------------------------------------------- LOAD CASE 57 : D+C + 0.45W3<- + 0.75E nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.682 ----------------------------------------------------------------=------------------ LOAD CASE 58 : D+C + 0.45W3<- + 0.75L nR ASD;•No Deflection Limits Highest check ratio achieved in this load case = 0.676 28 of 118 MSA 47.4 Page 9 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 ----------------------------------------------------------------------------------- LOAD CASE 59 : D+C + 0.45W4-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.493 ----------------------------------------------------------------------------------- LOAD CASE 60 : D+C + 0.45W4-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.486 ----------------------------------------------------------------------------------- LOAD CASE 61 : D+C + 0.45W4<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.486 ----------------------------------------------------------------------------------- LOAD CASE 62 : D+C + 0.45W4<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.493 ----------------------------------------------------------------------------------- LOAD CASE 63 : 0.60D + 0.60WL^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.314 ----------------------------------------------------------------------------------- LOAD CASE 64 : 0.60D + 0.60WL^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.314 ---------------------------------------------------------=------------------------- LOAD CASE 65 : 0.60D + 0.60WLX+^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.320 ----------------------------------------------------------------------------------- LOAD CASE 66 : 0.60D + 0.60WLX+^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.322 ----------------------------------------------------------------------------------- LOAD CASE 67 : 0.60D + 0.60WLX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.314 ----------------------------------------------------------------------------------- LOAD CASE 68 : 0.60D + 0.60WLX-^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.314 ----------- ----------------------------------------------------------------------- LOAD CASE 69 : 0.60D + 0.60Wl-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.302 ----------------------------------------------------------------------------------- LOAD CASE 70 : 0.60D + 0.60W1-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.301 ----------------------------------------------------------------------------------- LOAD CASE 71 : 0.60D + 0.60Wl<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.301 ----------------------------------------------------------------------------------- LOAD CASE 72 : 0.60D + 0.60Wl<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.302 LOAD CASE 73 0.60D + 0.60W2-> nL 29 of 118 L J MSA 47.4 Page 10•of 25 JOb:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.104 ----------------------------------------------------------------------------------- LOAD CASE 74 0.60D + 0.60W2-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.105 ----------------------------------------------------------------------------------- LOAD CASE 75 : 0.60D + 0.60W2<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.105 LOAD CASE 76 0.60D + 0.60W2<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case 0.104 ----------------------------------------------------------------------------------- LOAD CASE 77 : 0.60D + 0.60W3-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.442 ----------------------------------------------------------------------------------- LOAD CASE 78 : 0.60D + 0.60W3-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.438 ----------------------------------------------------------------------------------- LOAD CASE 79 0.60D + 0.60W3<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.438 - ----------------------------------------------------------------------------------- LOAD CASE 80 0.60D + 0.60W3<- nR ASD; No Deflection Limits Highest check ratio achieved in ----------------------------------------------------------------=------------------ this load case =•0.442 LOAD CASE 81 : 0.60D + 0.60W4-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.255 ----------------------------------------------------------------------------------- LOAD CASE 82 0.60D + 0.60W4-> nR ASD; No Deflection Limits Highest check ratio achieved in -------------------------------------------------------------------------=--------- this load case = 0.259 LOAD CASE 83 : 0.60D + 0.60W4<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.259 ------------------------------------------------------ LOAD CASE 84 : 0.60D + 0.60W4<- nR ---------------------------- ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.255 ----------------------------------------------------------------------------------- LOAD CASE 85 : 0.52D + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.301 ----------------------------------------------------------------------------------- LOAD CASE 86 : 0.52D + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in -------------------------------7--------------------------------------------------- this load case = 0.304 LOAD CASE 87 : 0.52D + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this -load case = 0.304 5 30 of 118, MSA 47.4 Page 11 of 25 Job:W17G0127A C:.\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 --------------------------------------------------- LOAD CASE 88 : 0.52D + 0.70E<- nR ------------------------------- ASD; No Deflection •Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.301 LOAD CASE 89 : 0.52D + 0.70ELX+^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.154 ----------------------------------------------------------------------------------- LOAD CASE 90 : 0.52D + 0.70ELX+^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.160 ----------------------------------------------------------------------------------- LOAD CASE 91 : 0.52D + 0.70ELX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.122 ----------------------------------------------------------------------------------- LOAD CASE 92 : 0.52D + 0.70ELX-^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.122 ----------------------------------------------------------------------------------- LOAD CASE 93 : 0.44D + 0.5852E-> nL ASD Special•Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 94 : 0.44D + 0.5852E-> nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 95 : 0.44D + 0.5852E<- nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 96 0.44D + 0.58nE<- nR ASD Special Seismic; No Deflection Limits --------------------------------------------------------------------------=-------- LOAD CASE 97 : 0.44D + 0.5852ELX+^ nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 98 : 0.44D + 0.58nELX+^ nR ASD Special Seismic; No Deflection Limits 7 ----------------------------------------------------------------------------- LOAD CASE 99 : 0.44D + 0.5852ELX-^ nL ASD Special Seismic; No Deflection Limits ---------------------------------------------------------------_-------------------- LOAD CASE 100 : 0.44D + 0.5852ELX-^ nR - ASD Special Seismic; No Deflection Limits 31 of 118 • MSA 47.4 Page 12 of 25 JOb:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 SUMMARY OF MAXIMUM MEMBER CHECK RATIOS OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00 0.2500 0.1345 5.00 0.2500 0.523 23 0.158 66 0.948 23 2 5.00 0.2500 0.1644 5.00 0.2500 0.522 23 0.102 67 0.547 24 3 5.00 0.2500 0.1345 5.00 0.2500 0.467 23 0.470 23 0.529 23 4 5.00 0.2500 0.1345 5.00 0.2500 0.543 23 0.314 23 0.484 23 5 5.00 0.2500 0.1345 5.00 0.2500 0.543 23 0.314 23 0.484, 23 6 5.00 0.2500 0.1345 5.00 0.2500 0.467 23 0.470 23 0.529' 23' 7 5.00 0.2500 0.1644 5.00 0.2500 0.522 23 0.102 67 0.547 24 8 5.00 0.2500 0.1345 5.00 0.2500 0.523 23 0.158 66 0.948 23 32 of 118 MSA 47.4 Page 13 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 VERTICAL KNEE PANEL ZONE ANALYSIS NODE 3 ELEMENT MEM DESC RATIO AXIAL SHEAR MOMENT LC kips kips kip -ft CAP PLATE 5.0 x 0.250 0.515 COLUMN MEMBER FORCES 4.5 1.5 29.6 77 RAFTER MEMBER FORCES 1.7 -4.1 27.7 77 CAP PLATE END WELD FWD2 0.775 COLUMN MEMBER FORCES 4.5 1.5 29.6 77 RAFTER MEMBER FORCES 1.7 -4.1 27.7 77 CAP PLATE WEB WELD.FWS2 0.933 COLUMN MEMBER FORCES -7.4 -2.2 -36.3 23 RAFTER MEMBER FORCES -2.7. 6.6 -33.1 23 STIFFENER 2.0 x 0.313 0.211 COLUMN MEMBER FORCES -7.4 -2.2 -36.3 23 RAFTER MEMBER FORCES -2.7 6.6 -33.1 23 STIFFENER END WELD FWD3 0.255 COLUMN MEMBER FORCES -7.4 -2.2 -36.3 23 RAFTER MEMBER FORCES -2.7 6.6 -33.1 23 STIFFENER WEB WELD FWS2 0.133 COLUMN MEMBER FORCES -7.4 -2.2 -36.3 23 RAFTER MEMBER FORCES -2.7 6.6 -33.1 23 OUTER FLG WEB WELD FWS2 0.970 COLUMN MEMBER FORCES -7.4 -2.2 -36.3 23 RAFTER MEMBER FORCES -2.7 6.6 -33.1 23 WEB END WELD FWS2 0.771 COLUMN MEMBER FORCES -7.4 -2.2 -36.3 23 RAFTER MEMBER FORCES -2.7 6.6 -33.1 23 WEB 0.164 0.683 COLUMN MEMBER FORCES -7.4 -2.2 -36.3 23 RAFTER MEMBER FORCES -2.7 6.6 -33.1 23 VERTICAL KNEE PANEL ZONE ANALYSIS NODE 7 ELEMENT MEM DESC RATIO AXIAL SHEAR MOMENT LC kips kips kip -ft CAP PLATE 5.0 x 0.250 0.515 COLUMN MEMBER FORCES 4.5 -1.5 29.6 80 RAFTER MEMBER FORCES 1.7 4.1 27.7 80 CAP PLATE END WELD FWD2 0.775 COLUMN MEMBER FORCES 4.5 -1.5 29.6 80 RAFTER MEMBER FORCES 1.7 4.1 27.7 80 CAP PLATE WEB WELD FWS2 0.933• COLUMN MEMBER FORCES -7.4 2.2 -36.3 24 RAFTER MEMBER FORCES -2.7 -6.6 -33.1 24 STIFFENER 2.0 x 0.313 0.211 COLUMN MEMBER FORCES -7.4 2.2 -36.3 24 RAFTER MEMBER FORCES -2.7 -6.6 -33.1 24 STIFFENER END WELD FWD3 0.255 COLUMN MEMBER FORCES -7.4 2.2 -36.3 24 RAFTER MEMBER FORCES -2.7 -6.6 -33.1 24 STIFFENER WEB WELD FWS2 0.133 COLUMN MEMBER FORCES -7.4 2.2 -36.3 24 RAFTER MEMBER FORCES -2.7 -6.6 -33.1 24 OUTER FLG WEB WELD FWS2 0.970 COLUMN MEMBER FORCES -7.4 2.2 -36.3 24 RAFTER MEMBER FORCES -2.7 -6.6 -33.1 24 33 of 118 • 0 MSA 47.4 Job:W17G0127A WEB END WELD WEB • Page 14 of 25 C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 FWS2 0.771 COLUMN MEMBER FORCES -7.4 2.2 -36.3 24 RAFTER MEMBER FORCES -2.7 -6.6 -33.1 24 0.164 0.683 COLUMN MEMBER FORCES -7.4 2.2 -36.3 24 RAFTER MEMBER FORCES -2.7 -6.6 -33.1 24 34 of 118 MSA 47.4 Page 15 of 25 JOb:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 SPLICE PLATE DESIGN BY DESIGN GUIDE 16- A325 BOLTS FULL TENSION ND IO WID THK DEPTH B DIA NB GA ROW BSP CSE MOMENT AXIAL SHEAR RTO LR in in in in in 0 I in kip -ft kips kips 3 OR 5.0 0.375 15.4 0.750 2 3'.0 2 2 3.0 23 732.8 -2.2 -6.8 0.78 3 IR 5.0 0.375 15.4 0.750 2 3.0 2 2 3.0 77 27.5 1.4 4.2 0.71 5 IL 5.0 0.375 15.5 0.750 2 3.0 2 2 3.0 23 33.8 -2.3 -0.1 0.80 5 IR 5.0 0.375 15.5 0.750 2 3.0 2 2 3.0 24 33.8 -2.3 0.1 0.80 5 5 OL, OR 5.0 5.0 0.375 0.375 15.5 15.5 0.750 0.750 2 2 3.0 3.0 2 2 2 2 3.0 3.0 65 65 -16.1 -16.1 3.5 3.5 -0.1 0.0 0.45 . 0.45 7 OL 5.0 0.375 15.4 0.750 2 3.0 2 2 3.0 24 -32.8 -2.2 6.8 0.78 7 IL 5.0 0.375 15.4 0.750 2 3.0 2 2 3.0 80 27.5 1.4 -4.2 0.71 40 35 of 118 MSA 47.4 Page 16 of 25 JOb:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 SPLICE PLATE WELD DESIGN ND I/O WELD MOM AX SHR RATIO CSE L/R kip -ft kips kips , 3 O/R FWD3 -32.8 2.2 -6.8 1.00 23 3 WEB FWS2 -32.8 2.2 -6.8 1.00 23 3 I/R FWD3 27.5 -1.4 4.2 1.00 77 • 5 5 0/L WEB FWD3 FWS2 -16.1 33.8 -3.5 2.3 -0.1 -0.1 1.00 1.00 65 23 5 I/L FWD3 33.8 2.3 -0.1 1.00 23 5 O/R FWD3 -16.1 -3.5 0.0 1.00 65 5 WEB FWS2 33.8 2.3 0.0 1.00 23 5 I/R FWD3 33.8 2.3 0.0 1.00 23 7 0/L FWD3 -32.8 2.2 6.8 1.00 24 7 WEB FWS2 -32.8 2.2 6.8 1.00 24 7 I/L FWD3 27.5 -1.4• -4.2 1.00 80 36 of 118 MSA 47.4 Job:W17G0127A * * SUP. * NODE 1 1 1 2 9 9 C:\ABCP\FRAMES\W17G0127A.01A FRAME SUPPORTS Page 17 of 25 04/24/17 15:58:13 BASE PLATE * ANCHOR BOLTS THICKNESS WIDTH LENGTH * NO. DIAMETER AREA (in.) (in.) (in.) * (in.) (int) 0.375 6.000 '11.000 4 0.750 1.767 0.375 6.000 11.000 4 0.750 1.767 37 of 118 • 0 40 MSA 47.4 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A SUPPORT REACTIONS CASE 1 : D SUPPORT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kips) (kip -ft) 1 1 0.47 1.79 -0.00 2 9 -0.47 1.79 0.00 CASE 3 : L SUPPORT NODE SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kips) (kips) (kip -ft) 1 1 1.65 5.40 0.00 2 9 -1.65 5.40 -0.00 CASE 5 : WLX+^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.40 -9.06 0.00 2 9 1.40 -2.10 -0.00 -8.35 (out -of -plane) CASE 7 : W1-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -3.77 -5.62 -0.00 2 9 -0.52 -1.70 0.00 CASE 9 : W2-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.40 -4.42 -0.00 2 9 0.68 -2.90 -0.00 CASE 11 : W3-> SUPPORT NODE'HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -4.15 -9.38 -0.00 2 9 -0.14 -5.46 0.00 CASE 13 : W4-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.79 -8.18 -0.00 2 9 1.07 -6.67 0.00 CASE 15 : E-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.70 -0.55 -0.00 2 9 -0.70 0.55 -0.00 CASE 17 : ELX+^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.02 0.02 0.00 2 9 -0.02 3.65 0.00 -4.36 (out -of -plane) ri Page 18 of 25 04/24/17 15:58:13 CASE 2 D+C SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.61 2.24 -0.00 2 9 -0.61 2.24 -0.00 CASE 4 WL^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.44 -9.09 -0.00 2 9 1.44 -9.09 -0.00 CASE 6 WLX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.44 -9.10 0.00 2 9 1.44 -16.12 0.00 -8.35 (out -of -plane) CASE 8 : W1< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.52 -1.70 0.00 2 9 3.77 -5.62 0.00 CASE 10 : W2< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.68 -2.90 -0.00 2 9 0.40 -4.42 -0.00 CASE 12 : W3< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.14 -5.46 -0.00 2 9 4.15 -9.38 0.00 CASE 14 W4< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.07 -6.67 0.00 2 9 0.79 •-8.18 0.00 CASE 16 : E< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1' 1 0.70 0.55 0.00 2 9 0.70 -0.55 0.00 CASE 18 : ELX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.00 -0.00 0.00 2 9 0.00 -3.67 0.00 -4.36 (out -of -plane) 38 of 118 1* MSA 47.4 Page 19 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 CASE 19 : nE-> CASE 20 : nE<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -1.60 -1.26 -0.00 1 1 1.60 1.26 0.00 2 9 -1.60 1.26 0.00 2 9 1.60 -1.26 -0.00 CASE 21 : nELX+^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.03 0.03 0.00 2 9 -0.03 5.62 -0.00 -6.70 (out -of -plane) CASE 22 : nELX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.00 -0.00 0.00 2 9 0.00 -5.64 0.00 -6.70 (out -of -plane) 39 of 118 0 MSA 47.4 JOb:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A NODAL DISPLACEMENTS CASE 1 : D Horizontal Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.001 2 -0.035 -0.002 -0.001 3 -0.027 -0.002 -0.001 4 -0.017 -0.126 -0.002 5 -0.000 -0.334 -0.000 6 0.017 -0.126 0.002 7 0.027 -0.002 0.001 8 0.035 -0.002 0.001 9 0.000 0.000 -0.001 CASE 3 L Horizontal Deflection Limit: None Vertical Deflection Limit: L/180 HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.003 2 -0.123 -0.007 -0.004 3 -0.094 -0.007 -0.004 4 -0.059 -0.447 -0.007 5• -0.000 -1.184 -0.000 ' 6 0.059 -0.447 0.007 7 0.094 -0.007 0.004 8 0.123 -0.007 0.004 9 0.000 0.000 -0.003 CASE 5 : WLX+^ Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR NODE . (in.) (in.) (rad.) 1 0.000 0.000 -0.003 2 0.117 0.013 0.005 , 3 0.079 0.014 0.006 4 0.031 0.637 0.010 5 -0.050 1.713 -0.000 6 -0.133 0.616 -0.010 7 -0.180 0.001 -0.006 . 8 -0.216 0.001 -0.005 9 0.000 0.000 0.004 CASE 7 W1-> Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR .NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.016 2 1.839 -0.015 -0.001 3 1.841, -0.014 0.000 4 1.824 0.186 0.004 5 1.765 0.904 0.001 .6 1.733 0.510 -0.006 Page 20 of 25 04/24/17 15:58:13 CASE 2 : D+C Horizontal Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.001 2 -0.045 -0.003 -0.001 3 -0.034 -0.003 -0.002 4 -0.022 -0.163 -0.002 5 -01.000 -0.433 -0.000 6 0.022 -0.163 0.002 7 0.034 -0.003• 0.002 8 0.045 -0.003 0.001 9 0.000 0.000 -0.001 CASE 4 : WL^ Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.004 2 0.167 0.013 0.005 3 0.130 0.013 0.006 4 0.082 '0.632 0.010 5 0.000 1.717 0.000 6 -0.082 0.632 -0.010 7 -0.130 0.013 -0.006 8 -0.167 0.013 -0.005 9 0.000 0.000 0.004 CASE 6 : WLX-^ Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.004 2 0.169 0.013 0.005 -3 0.132 0.013 0.006 4 0.084 0.631 0.010 5 .0.002 1.717 0.000 6 -0.080 0.632 -0.010 7 -0.128 0.013 -0.006 8 -0.164 0.013 -0.005 9 0.000 0.000 0.004 CASE 8 : W1< - Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.009 2 -1.643 0.024 0.007 3 -1.692 0.024 0.007 4 -1.733 0.510 0.006 5 -1.765 0.904 -0.001 6 -1.824 0.186 -0.004• 40 of 118 MSA 47.4 Page 21 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 7 1.692 0.024 -0.007 7 -1.841 -0.014 -0.000 8 1.643 0.024 -0.007 8 -1.839 -0.015 0.001 9 0.000 0.000 -0.009 9 '0.000 0.000 0.016 CASE 9 : W2-> CASE 10 W2< - Horizontal Deflection Limit: H/25 Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 0.001 1 0.000 0.000 -0.003 2 -0.268 0.011 0.003 2 0.400 -0.000 0.001 3 -0.291 0.011 0.003 3 0.394 -0.000 0.001 4 -0.316 0.327 0.004 4 0.381 0.175 0.003 5 -0.342 0.683 -0.001 5 0.342 0.683 0.001 6 -0.381 0.175 -0.003 6 0.316 0.327 -0.004 7 -0.394 -0.000 -0.001 7 0.291 0.011 -0.003 8 -0.400 -0.000 -0.001 8 0.268 0.011 -0.003 9 0.000 0.000 0.003 9 0.000 0.000 -0.001 CASE 11 : W3-> CASE 12 :'W3< - Horizontal Deflection Limit: H/25 Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.017 1 0.000 0.000 0.008 2 1.902 -0.009 0.001 2 -1.580 0.029 0.009 3 1.890 -0.009 0.002 3 -1.643 0.029 0.009 4 1.855 0.428 0.008 4 -1.701 0.752 0.009 5 1.765 1.571 0.001. 5 -1.765 1.571 -0.001 6 1.701 0.752 -0.009 6 -1.855 0.428 -0.008 7 1.643 0.029 -0.009 7 -1.890 -0.009 -0.002 8 1.580 0.029 -0.009 8 -1.902 -0.009 -0.001 9 0.000 0.000 -0.008 9 0.000 0.000 0.017 CASE 13 W4-> CASE 14 : W4< - Horizontal Deflection Limit: H/25 Horizontal'Deflection Limit: H/25 Vertical Deflection Limit: L/76 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.001 1 0.000 0.000 -0.005 2 -0.205 0.016 0.005 2 0.462 0.005 0.003 3 -0.242 0.016 0.006 3 0.443 0.005 0.003 4 -0.285 0.569 0.008 4 0.412 0.417 0.007 5 -0.342 1.350 -0.001 5 0.342 1.350 0.001 6 -0.412 0.417 -0.007 6" 0.285 0.569 -0.008 7 -0.443 0.005 -0.003 7 0.242 0.016 -0.006 8 -0.462 0.005 -0.003 8 0.205 0.016 -0.005 9 0.000 0.000 0.005 9 0.000 0.000 0.001 CASE 15 : E-> CASE 16 : E< - Horizontal Deflection Limit: H/24 Horizontal Deflection Limit: H/24 Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.006 1 0.000 0.000 •0.006 2 0.852 -0.010 -0.002 2 -0.852 0.010 0.002 3 0.868 -0.010 -0.002 3 -0.868 0.010 0.002 4 0.876 -0.108 -0.001 4 -0.876 0.108 0.001 41 of 118 • • " r 42 of 118 MSA 47.4 Page 22 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 5 0.867 0.000 0.001, 5 -0.867 -0.000 -0.001- 6 0.876 0.108 -0.001 6 -0.876 -0.108 0.001 .7 0.868 0.010 -0.002_ 7 -0.868 -0.010 0.002 8 0.852 0.010 -0.002 8 -0.852 -0.010 0.002 9 0.000 0.000 -0.006 9 0.000 0.000 0.006 CASE 17 ELX+^ CASE 18 : ELX-'^ v Horizontal Deflection Limit: H/24 Horizontal Deflection Limit: H/24 Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR • NODE. 1 (in.) 0.000 (in.) 0.000 . (rad.) 0.000 NODE 1 (in.) 0.000 (in.) 0.000 (rad.) -0.000 2 -0.026 0.000 0.000 2 0.001 -0.000 -0.000 3 -0.026 . 0.000 0.000 3 0.001 -0.000 -0.000 4 -0.026 0.003 0.000 4 0.001 -0.000 -0.000 5 -0.026 '-0.002 -0.000 5 0.001 -0.000 0.000 6 -0.027 -0.008 -0.000 6 0.001 0.000 0.000 7 -0.026 -0.006 0.000 7 0.001 0.000 -0.000 8 -0.026 -0.006 0.000 8 0.001 0.000 -0.000 9 0.000 0.000 0.000 9 0.000 0.000 -0.000 CASE 19 : nE-> CASE 20 : nE<- Horizontal Deflection Limit: None Horizontal Deflection Limit: None Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.013 1 0.000 0.000 0.013 2 1.947, -0.023 -0.005 2 -1.947 0.023 0.005 3 1.983 -0.023 -0.005, 3 -1.983 - 0.023 0.'005 + . 4 2.002 -0.246 -0.001 4 -2.002 0.246 0.001 5 1.982 0.000 0.003 5 -1.982 -0.000 -0.003 6 2.002 0.246 -0.001 6 -2.002 -0.246 0.001 7 1.983 0.023 -0.005 7 -1.983 -0.023 0.005 8 1.947 0.023 -0.005 8 -1.947 -0.023 0.005 9 0.000 0.000 -0.013 _ 9 0.000 0.000 0.013 CASE 21 OELX+^ CASE 22 : nELX-^ Horizontal Deflection Limit: None Horizontal Deflection Limit: None Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 0.000 1, 0.000 0.000 -0.000 2 -0.040 0.000 0.000 2. 0.002 -0.000 -0.000 3 -0.040 0.000 0.000 3 0.002 -0.000 -0.000 4 -•0.041 0.005 0.000 4 0.002 -0.000 -0.000 5 -0.040 -0.003 -0.000 5 0.002 -0.000 0.000 6 -0.041 '-0.013 -0.000 6 0.002 0.000 0.000 7 -0.041 -0.010 0.000 7 0.002 0.000 -0.000 8 .-0.040 -0.010 0.000 8 0.002 0.000 -0.000 9 0.000 0.000 0.000 9 0.000 0.000 -0.000 " r 42 of 118 MSA 47.4 Page 23 of 25 JOb:W17G0127A, C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 WEIGHT OF BUILT-UP MEMBERS = 1132.3 lbs WEIGHT OF W SHAPE MEMBERS = 0.0 lbs WEIGHT OF PIPE MEMBERS = 0.0 lbs WEIGHT OF SPLICES = 65.6 lbs WEIGHT OF BASE PLATES = 14.0 lbs WEIGHT OF STIFFENERS = 10.6 lbs TOTAL WEIGHT = 1222.6 lbs 43 of 118 LJ 44 of 118 MSA 47.4 Page 24 of 25 Job:W17G0127A C:\ABCP\FRAMES\W17G0127A.01A 04/24/17 15:58:13 FLANGE BRACE LOCATIONS SEQ# P/G# REQD? LEFT COLUMN BASE 1 1 No 2 2 Yes 3 3 No 4 4 Yes LEFT EAVE 5 1 Yes (Eave Frame Brace Req'd) • 6 2 No 7 3 Yes 8 4 No 9' 5 Yes 10 6 Yes (Ridge) ROOF SLOPE CHANGE 11 1 Yes (Ridge) 12 2 Yes _ 13 3 No ' 14 4 Yes 15 5 No 16 6 Yes (Eave Frame Brace Req'd) RIGHT EAVE 17 1 Yes 18, 2 No 19 3 Yes 20 4 No RIGHT COLUMN BASE NOTE: FLANGE BRACES ARE ON ONE SIDE AT THE LOCATIONS SPECIFIED (SINGLE SIDED). PDELTA ANALYSIS RATIOS iWebOptCycle 1 icy = 1 Stable All Load Combinations 44 of 118 SECTION 3 ENDWALLS AND ROD BRACING 45 of 118 • 0 ABC Design Calculations Pamphlet SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18. 2008 0. 46 of Calculations providing for the structural integrity of the endwall framing and tension bracing are presented in this section. Endwall components included in the analysis are the roof beam, corner columns and interior columns. In addition, the analysis contains designs for roof and sidewall tension bracing. Figure 4 of this section illustrates these members schematically along with the loadings imposed on them. • Endwall framing and tension bracing is designed for specific load combinations. Roof beams are designed using moments for a continuous beam. Corner columns are typically designed with pinned bases and a top connection that can be either pinned or fixed while interior columns are typically designed with pinned connections at both the base and the top. Wind forces exerted on the sidewalls are resisted, where possible, by tension bracing, moment connections at the knees, or by the wall diaphragm. Roof bracing consists of tension members ' which transfer wind forces on the ends of the buildings to the eaves where the sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows the forces acting on the bracing. Page 4 of this section provides definitions for nomenclature used in the computer printouts that follow. The printouts list results of the stress analyses on the above building members along with column base plate and splice plate information. Allowable stresses are based on yield stresses of 50 ksi for hot -rolled mill sections and 55 ksi for cold -formed and factory built-up sections. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18. 2008 0. 46 of FR) ABC Design Calculations Pamphlet LOADING �i f�H AfI�I�11�- RL2 RL 1 RL1 RL2 RLCC R a RV2 RVQ RVQ RV, RV, LIVE + DEAD WIND + DEAD WIND + DEAD WIND ON SIDEWALL WIND ON ENDWALL FIGURE 4 COLUMN AND BEAM ENDWALL BRACING SUBJECT TO CHANGE WITHOUT NOTICE REVISED May 18, 2008 0. of 0 0 • L —6" V-6" ABC Design Calculations Pamphlet BLDG CL RIGID FRAME CL RIGID FRAME CL RIGID FRAME — CL RIGID FRAME RWF (3) RWF (2) 1 RWF (2) RWF (3) PLAN ' z _0 W W J J W ENDWALL ELEVATION FIGURE 5 COLUMN AND BEAM ENDWALL TENSION BRACING SUBJECT TO CHANGE WITHOUT• . MA Y 18, 2008 os►ec Section 3 Page 3 48 of 118 0 (�' T I I G I — —T ANG ® T ANG L —T — T f f f f CL RIGID FRAME CL RIGID FRAME CL RIGID FRAME — CL RIGID FRAME RWF (3) RWF (2) 1 RWF (2) RWF (3) PLAN ' z _0 W W J J W ENDWALL ELEVATION FIGURE 5 COLUMN AND BEAM ENDWALL TENSION BRACING SUBJECT TO CHANGE WITHOUT• . MA Y 18, 2008 os►ec Section 3 Page 3 48 of 118 0 ABC Design Calculations Pamphlet NOMENCLATURE A BLT ROW - Quantity of 2 -bolt rows and diameter of anchor rods required at column base A TEN - Allowable tension force in cable or rod bracing BAY SPA - Bay spacing BC_ - Bracing cable BEND RT - Ratio of actual to allowable bending moment BN - Bay number BN MOM - Bending moment BR_ - Bracing rod BXW - Longitudinal bracing design report B2 - Force amplifier for considering 2nd order effects CB FOR - Calculated tension force in cable or rod bracing CT - Connection designation for the top of the column D - Uniform dead load D+C - Uniform dead load including uniform collateral load DN - Number of purlins required at a strut purlin location E - Earthquake (seismic) load HZ FOR - Wind or seismic shear at the top of vertical bracing tier L - Uniform roof live load LEW - Left endwall LP - Roof live load applied in pattern configuration M HORZ - Maximum horizontal reaction at column base M VERT - Maximum vertical reaction at column base nL = Notional load acting Left to Right nR - Notional load acting Right to Left PG - Purlin or girt line number PIPE CONN - Pipe strut connection designation REW - Right endwall S - Uniform roof snow load S - Roof snow load applied in pattern or unbalanced configuration SHR RT - Ratio of actual to allowable shear forces SP BLT ROW Number of horizontal rows and diameter of splice bolts ST FOR - Strut force S0 - Vertical Bracing location (RSW) not at FSW or RSW TIER HT - Height (From base) to the top of the vertical brace member TN FOR - Calculated Tension force in brace member W- - Wind load with negative internal coefficient applied to strong axis of column W+ - Wind load with positive internal coefficient applied to strong axis of column WL - Wind load from wind blowing left-to-right WN FOR - Wind or seismic force resisted by tension bracing WR - Wind load from wind blowing right-to-left SUBJECT TO CHANGE WITHOUT NOTICE REVISED November 05, 2010 061BC 49 of • 0 fo 0 Beam and Column Endwall Design Ver. 47.4 Page 1 American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17GO127A Job Part: 1 LEW BUILDING TYPE IS SINGLE GABLE ENDWALL TYPE IS POST AND BEAM " BUILDING WIDTH = 45.000 ft BUILDING LENGTH 60.000 ft LEFT HEIGHT = 18.000 ft RIGHT HEIGHT = 18.000 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 .BAY SPACING = 20.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2015 International Building Code DESIGN SPECIFICATION: 2010 RISC 360-10 Specification for Structural Steel Buildings COLDFORMED DESIGN SPECIFICATION: 2012 AISI NASPEC North ,American Cold -Formed Steel Specification RISK CATEGORY OF BUILDING: II. All buildings and other structures except those listed in .Risk Categories I, III, and IV _ ROOF EXPOSURE CONDITION: Fully Exposed: Roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (SURFACE ROUGHNESS) CATEGORY: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 0.900 SNOW IMPORTANCE FACTOR = 1.000 SLOPED ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 110.000 mph SEISMIC DATA: Maximum response acceleration at short periods Ss = 62:5 %g Maximum response acceleration at l.sec periods -Sl = 26.1 %g Seismic site soil classification D Design spectral response acceleration at short periods Sds = 0.542 g Design spectral response acceleration at 1 sec periods Shc = 0.327 g Seismic Design Category D Redundancy factor p = 1.3 Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.167 R=3.25 = 0.217W Force to CBF braced frame connections = nCsW .0=2 Cs=Sds/(R/I) R=3.25 0.333W Force to CBF collectors = nCsW Q=2 Cs=Sds/(R/I) R=3.25 = 0.333W Force,to OMF moment frames = pCsW p=1.30 Cs=Sds/(R/I)=0.155 R=3.5 = 0.201W 50 of 118 Beam and Column Endwall Design Ver.. 47.4 Page 2 American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17G0127A Job Part: 1 LEW Force to OMF moment frame connections = nCsW 52=3 Cs=Sds/(R/I) R=3.5 = 0.464W Force to OMF collectors = QCsW n=3 Cs=Sds/(R/I) R=3.5 = 0.464W Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.167W *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 D+C 1.000 L 2 1.000 D+C 1.000 LPAFNI- 3 1.000 D+C 1.000 LPAFN2- 4 1.000 D+C 1.000 LPDFNI- 5 1.000 D 0.600 W+ 6 1.000 D 0.600 W- 7 1.000 D 0.600 WTX+ 8 1.000 D 0.600 WTX- 9 1.076 D+C 0.700 ETX+ 10 1.076 D+C 0.700 ETX- 11 1.076 D+C 0.700 ELX 12 1.000 D+C 0.450 W+ 0.750 L 13 1.000 D+C 0.450 W- 0.750 L 14 0.600 D 0.600 W+ 15 0.600 D 0.600 W- 16 0.600 D 0.600 WTX+ 17 0.600 D 0.600 WTX- 18 0.524 D+C 0.700 ETX+ 19 0.524 D+C 0.700 ETX- 20 0.524 D+C 0.700 ELX *** LOADS 51 of 118 0 HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT END HORIZ VERT -------- ---- - -- -- -- ft ----- kips ----- kips ---- kip -ft ---- ft ----- psf psf D+C UNIF R 0 0 0 0.00 0.00 -4.00 0.00 45.00 ----- 0.00 ---- -4.00 D UNIF R 0 0 0 0.00 0.00 -3.00 0.00 45.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -19.50 0.00 45.00 0.00 -19.50 LPAFNI- UNIF R 0 0 0 0.00 0.00 -0.00 0.00 22.50 0.00 -0.00 LPAFNI- UNIF R 0 0 0 22.50 0.00 -19.50 0.00 45.00 0.00 -19.50 LPAFN2- UNIF R 0 0 0 0.00 0.00 -19.50 0.00 22.50 0.00 -19.50 LPAFN2- UNIF R 0 0 0 22.50 0.00 -0.00 0.00 45.00 0.00 -0.00 LPDFNI- UNIF R 0 0 0 0.00 0.00 -19.50 0.00 45.00 0.00 -19.50 W+ UNIF R 0 0 0 0.00 0.00 29.73 0.00 45.00 0.00 29.73 W- UNIF R 0 0 0 0.00 0.00 29.73 0.00 45.00 0.00 29.73 W+ UNIF C 1 1 0 0.00 20.26 0.00 0.00 0.00 20.26 0.00 W- UNIF C 1 1 0 0.00 -23.80 0.00 0.00 0.00 -23.80 0.00 W+ UNIF C 2 2 0 0.00 18.99 0.00 0.00 0.00 18.99 0.00 W- UNIF C 2 2 0 0.00 -21.08 0.00 0.00 0.00 -21.08 0.00 51 of 118 0 Beam and Column Endwall Design Ver. 47.4 Page 3 American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17GO127A Job Part: 1 LEW CORNER COLUMN - @ RSW 7.500 13.500 CORNER COLUMN - @ FSW •7.500 13.500 RAFTER - REF PT FSW UPSLOPE 21.078 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 52 of 118 *** LOADS (continued) HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf W+ UNIF C 3 3 0 0.00 20.26 0.00 0.00, 0.00 20.26 0.00 W- UNIF C 3 3 0 0.00 -23.80 0.00 0.00 0.00 -23.80 0.00 WTX+ UNIF T 0 0 0 0.00 37.24 0.00 0.00 0.00 24.15 - 0.00 WTX- UNIF T 0 0 0 0.00 -37.24 0.00 0.00 0.00 -24.15 0.00 ETX+ CONC T 0 0 0 18.00 1.10 0.00 0.00 ETX- CONC T 0 0 0 18.00 -1.10 0.00• 0.00 ELX RUNF R 0 0 0 0.00 5.25 0.00 0.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BLT ROW BEND RT SHR RT ft in in in in 1 WlOX22 0.000 6 0.250 11.25 2 0.50 0.277 0.052 2 W10X22 22.500 6 0.250 10.13 2 0.50 0:277 0.052 • *** ENDWALL COLUMNS MEM.DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft in in in in 1 W8X10 0.000 6 0.375 8.50 2 0.75 0.073 0.000 2 12C13 22.500 8 0.375 12.50 2 0.75 0.921 0.476 N 3 W8X10- 45.000 6 0.375 .8.50 2 0.75 0.073 0.000 *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED CORNER COLUMN - @ RSW 7.500 13.500 CORNER COLUMN - @ FSW •7.500 13.500 RAFTER - REF PT FSW UPSLOPE 21.078 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 52 of 118 Beam and Column Endwall Design Ver. 47.4 Page 4 American Buildings Company Mon Apr 24 15:41:27.2017 Job Name: W17GO127A Job Part: 1 LEW • Is 53 of 118 Beam and Column Endwall Design Ver. 47.4 Page 5 .American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17G0127A Job Part: 1 LEW 54 of 118 *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ 'ALLOWABLE kips kips 2 1 RFO1 80216 1 6 2.64 5.64 3 1 RFO1 80Z16 1 0 0.00 0.00 • *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => kips kips 1. - 5.4 0.0 1.000 D+C 1.000 L 2 3.2• 0.0 1.000 D+C 1.000 LPAFNI- 3 3.2 0.0 1.000 D+C 1.000 LPAFN2- 4 5.4 0.0 1.000 D+C 1.000 LPDFNI- 5 -3.2 -2.4 1.000 D-0.600 W+ . 6 -3.2 2.6 1:000 D 0.600 W- 7 2.7 0.0 1.000 D 0.600 WTX+ 8 -1.5 0.0 1.000 D 0.600 WTX- 9 2.3 0.0 1.076 D+C 0.700 ETX+ 10 -0.6 0.0 1.076 D+C 0.700 ETX- ' 11 1.1 0.0 1.076 D+C 0.700 ELX 12 1.3 -1.8 1.000 D+C 0.450 W+ 0.750 L 13 1.3 2.0 1.000 D+C 0.450 W- 0.750 L • 14 -3.4 -2.4 0.600 D 0.600 W+ 15 -3.4 2.6 0.600 D 0.600 W- 16 2.5 0.0 0.600 D 0.600 WTX+ 17 -1.6 0.0 0.600 D 0.600 WTX- 18 1.8 0.0 0.524 D+C 0.700 ETX+ 19 -0.8 0.0 0.524 D+C 0.700 ETX- 20 0.6 0.0 0.524 D+C 0.700 ELX 21 1.0 0.0 1.000 D+C 22 4.5 0.0 1.000 L 23 2.3 0.0 1.000 LPAFNI- 24 2.4 0.0 1.000 LPAFN2- 25 4.5 0.0 1.000 LPDFNI- 26 -6.5 -4.0 1.000 W+ 27 -6.5 4.4 1.000 W- 28 3.4 0.0 1.000 WTX+ 29 -3.2 0.0 1.000 WTX- 30 2.0 0.0 1.000 ETX+ 31 -1.7 0.0 1.000 ETX- 32 0.0 0.0 1.000 ELX 33 0.8 0.0 1.000 D 54 of 118 Beam and Column Endwall Design Ver. 47.4 Page 6 American Buildings Company Mon Apr 2415:41:27 201:7 Job Name: W17G0127A Job Part: 1 LEW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** LEW => 1 BR5- -------------------------------------------=------------------------------ • CASE NO: 7 LOAD FACT / GROUP => 1.000 D 0.600 WTX+ LOADS *** CASE NO: 9 LOAD FACT / GROUP => 1.076 D+C 0.700 ETX+ 55 of 118 HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX+ UNIF 0.000 37.24 0.00 0.00 0.00 24.15 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 22.3 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN -- - ft ft ------- ------ --- ---- ------ ft .kips ------ kips ------ kips. ------ kips 1 1 -------------------------------------------------------------------------- 19.875 22.500 1 BR 5 30:021 2.220 2.963 NA ----- 7.345 CASE NO: 8 LOAD -FACT / GROUP => 1.000 D 0.600 WTX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX- UNIF 0.000 -37.24 0.00 0.00 0.00 -24.15 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 22.3 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN -- - ft ft ------- ------ --- ---- ------ ft kips ------ kips ------ kips kips 1 1 19.875 22.500 1 BR 5 30.021 2.220 2.963 ------ NA ----- 7.345 CASE NO: 9 LOAD FACT / GROUP => 1.076 D+C 0.700 ETX+ 55 of 118 Beam and Column Endwall Design Ver. 47.4 Page 7 American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17G0127A Job Part: 1. LEW • . LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf -psf ETX- CONC 18.000 -1.10 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 1.4kips NO T TIER HT BAY QTY SIZE LENGTH 'HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 19.875 22.500 1 BR 5 30.021 1.410 1.882 NA 7.345 -------------------------------------------------------------------------- CASE N0:16 LOAD FACT / GROUP => 0.600 D 0.600 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX+ UNIF 0.000 37.24 0.00 0.00 0.00 24.15 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 22.3 psf 56 of 118 HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX+ CONC 18.000 1.10 0.00 0.00 • *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 1.4kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips ------ kips kips kips -- -------- ------ --- 1 1 19.875 22.500 1 ---- ------ BR 5 30.021 1.410 ------ 1.882 ------ NA ----- 7.345 --------------7----------------------------------------------------------- CASE NO:10 LOAD FACT,/ GROUP'=> 1.076 D+C: 0.700 ETX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf -psf ETX- CONC 18.000 -1.10 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 1.4kips NO T TIER HT BAY QTY SIZE LENGTH 'HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 19.875 22.500 1 BR 5 30.021 1.410 1.882 NA 7.345 -------------------------------------------------------------------------- CASE N0:16 LOAD FACT / GROUP => 0.600 D 0.600 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX+ UNIF 0.000 37.24 0.00 0.00 0.00 24.15 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 22.3 psf 56 of 118 Beam and Column Endwall Design Ver. 47.4 Page 8 American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17G0127A Job Part: 1 LEW NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft -- -------- ft ------ --- ft ---- ------ kips ------ kips kips kips 1 1 19.875 -------------------------------------------------------------------------- 22.500 1 BR 5 30.021 2.220 ------ 2.963 ------ NA ----- 7.345 CASE NO:17 LOAD FACT / GROUP => 0.600 D 0.600 WTX- BRACED BAY 22.500 LOADS *** ENDWALL BRACING LOAD = 1.4kips HORIZ VERT SIZE LENGTH HZ FOR TN FOR ST FOR GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT kips ft kips kips kip -ft ft psf psf WTX- UNIF 0.000 -37.24 0.00 0.00 0.00 -24.15 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 22.3 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft -- -------- ft ------ --- ft ---- ------ kips ------ kips kips kips 1 1 19.875 -------------------------------------------------------------------------- 22.500 1 BR 5 30.021 2.220 ------ 2.963 ------ NA ----- 7.345 CASE NO:18 LOAD FACT / GROUP => 0.524 D+C 0.700 ETX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX+ CONC 18.000 1.10 0.00 0.00 *** LEFT ENDWALL'BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 1.4kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft -- -------- ------ --- ---- ------ ft kips ------ kips ------ kips kips 1 1 19.875 22.500 1 -------------------------------------------------------------------------- BR 5 30.021 1.410 1.882 ------ NA ----- 7.345 CASE NO:19 LOAD FACT / GROUP => 0.524 D+C 0.700 ETX- 57 of 118 • • Beam and Column Endwall Design Ver. 47.4 Page 9 American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17G0127A Job Part: 1 LEW LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX- CONC 18.000 -1.10 0.00 0.00 • *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 1.4kips • NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1. 19.875 22.500 1 BR 5 30.021 1.410 1.882 NA 7.345 Beam and Column Endwall Design Ver. 47.4 Page 10 American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17GO127A Job Part: 1 LEW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M LEW VERT M LEW HORZ LOAD FACTOR / LOAD GROUP => ---- 28 ---------- 3.3kips ---------- 3.7kips ----------- 1-.000 ---------- WTX+ 29 3.3kips 3.7kips 1.000 WTX- 30 1.8kips 2.Okips 1.000 ETX+ 31 1.8kips 2.Okips 1.000 ETX-, • 59 of 118 0 *** ESTIMATED BRACING WEIGHT SUMMARY *** ESTIMATED WALL BRACING WEIGHT SUMMARY• BN WALL DESC WEIGHT lbs 1 LEW BR5- 90.7 TOTAL 90.7 TOTAL X -BRACING WEIGHT 90.7 • TOTAL PIPE STRUT WEIGHT -----0_0 4 TOTAL 90.7 TOTAL CABLE X -BRACING WEIGHT 0.0 PERCENT CABLE X -BRACING WEIGHT 0 • 60 of 118 t 60 of 118 Beam and Column Endwall Design Ver. 47.4 Page 11 American Buildings Company Mon Apr 24 15:41:27 2017 Job Name: W17G0127A Job Part: 1 LEW *** SUMMARY MEMBER STRESS REPORT ENDWALL COLUMNS COL NO -------------------------_-------------------- MEMBER DESC L CASE S RATIO 1 W8X10 1 0.07 2 12C13 6 0.92 3 w8X10 1 0.07 ENDWALL RAFTERS RAF NO --------------------------------------------- MEMBER DESC L CASE S RATIO 1 W10X22 14 0.28 2 W10X22 14 0.28 WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO --------------------------------------------- LEW 1 1 RD BR5- 7 0.40 61 of 118 • Longitudinal Bracing Design Ver. 47.4 Page 1 American Buildings Company Mon Apr 24 15:35:29 2017 Job Name: W17GO127A Job Part: 1 . BXW BUILDING TYPE IS SINGLE GABLE BUILDING WIDTH = 45.000 ft BUILDING LENGTH = 60.000 ft LEFT HEIGHT = 18.000 ft RIGHT HEIGHT = 18.000 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 20.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: • 2015 International Building Code DESIGN SPECIFICATION: 2010 AISC 360-10 Specification for Structural Steel Buildings' COLDFORMED DESIGN SPECIFICATION: 2012 AISI NASPEC North American Cold -Formed Steel Specification RISK CATEGORY OF BUILDING: II. All buildings and other structures except those listed in Risk Categories I, III, and IV ROOF EXPOSURE CONDITION: Fully Exposed: Roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (SURFACE ROUGHNESS) CATEGORY: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply DESIGN ROOF LIVE LOAD 20.000 psf . COLLATERAL LOAD 1.000 psf SNOW EXPOSURE FACTOR = 0.900 SNOW IMPORTANCE FACTOR = 1.000 SLOPED ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 110.000 mph SEISMIC DATA: Maximum response acceleration at short periods Ss = 62.5 %g Maximum response acceleration at 1 sec periods S1 = 26.1 og Seismic site soil classification D Design spectral response acceleration at short periods Sds = 0.542 g Design spectral response acceleration at 1 sec periods Shc = 0.327 g Seismic Design Category D Redundancy factor p = 1.3 Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.167 R=3.25 = 0.217W Force to CBF braced frame connections = nCsW n=2 Cs=Sds/(R/I) R=3.25 = 0.333W Force to CBF collectors = nCsW n=2 Cs=Sds/(R/I) R=3.25 = 0.333W Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.167W *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. 62 of 118 Longitudinal Bracing Design Ver. 47.4 Page 2 American Buildings Company Mon Apr 24.15:35:29 2017 Job Name: W17G0127A Job Part: 1 BXW ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 D+C 1.000 L nR START 2 1.000 D+C 1.000 L nL -------- 3 1.000 D 0.600 WPIP-> nR kips ----- 4 1.000 D 0.600 WPIP<- nL UNIF 5 1.000 D 0.600 WNIP-> nR -4.00 6 1.000 D 0.600 WNIP<- nL R 7 1.076 D+C 0.700 E-> nR 0.00 8 1.076 D+C 0.700 E<- nL 0 9 0.897 D+C 0.583 nE-> nR 45.00 10 0.897 D+C 0.583 nE<- nL 3 11 1.000 D+C 0.450 WPIP-> 0.750 L nR 12 1.000 D+C 0.450 WPIP<- 0.750 L nL 13 1.000 D+C 0.450 WNIP-> 0.750 L nR 14 1.000 D+C 0.450 WNIP<- 0.750 L nL 15 0.600 D 0.600 WPIP-> nR WPIP<- 16 0.600 D 0.600 WPIP<- nL -12.43 17 0.600 D 0.600 WNIP-> nR UNIF 18 0.600 D 0.600 WNIP<- nL 20.63 19 0.524 D+C 0.700 E-> nR B 20 0.524 D+C 0.700 E<- nL 0.00 21 0.437 D+C 0.583 nE-> nR 1 22 0.437 D+C 0.583 QE<- nL 0.00 * * * LOADS 0 63 of 118 HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT END HORIZ VERT -------- ---- - -- -- -- ft ----- kips ----- kips ---- kip -ft ---- ft ----- psf ----- psf D+C UNIF R 0 0 0 0.00 0.00 -4.00 0.00 45.00 0.00 ---- -4.00 D UNIF R 0 0 0 0.00 0.00 -3.00 0.00 45.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -19.50 040 45.00 0.00 -19.50 WPIP-> UNIF B 1 3 1 0.00 7.15 0.00 0.00 0.00 7.15 0.00 WPIP-> UNIF R 0 0 0 0.00 0.00 20.63 0.00 45.00 0.00 20.63 WPIP-> UNIF B 1 3 4 0.00 12.43 0.00 0.00 0.00 12.43 0:00 WPIP<- UNIF B 1 3 1 0.00 -12.43 0.00 0.00 0.00 -12.43 0.00 WPIP<- UNIF R 0 0 0 0.00 0.00 20.63 0.00 45.00 0.00 20.63 WPIP<- UNIF B 1 3 4 0.00 -7.15 0.00 0.00 0.00 -7.15 0.00 WNIP-> UNIF B 1 3 1 0.00 15.69 0.00 0.00 0.00 15.69 0.00 WNIP-> UNIF R 0 0 0 0.00 0.00 12.09 0.00 45.00 0.00 12.09 WNIP-> UNIF B 1 3 4 0.00 3.90 0.00 0.00 0.00 3.90 0.00 WNIP- UNIF B. 1 3 1 0.00 -3.90 0.00 0.00 0.00 -3.90 0.00 WNIP<- UNIF R 0 0 0 0.00 0•.00 12.09 0.00 45.00 0.00 12.09 WNIP<- UNIF B 1 3 4 0.00 -15:69 0.00 0.00 0.00 -15.69 0.00 E-> RUNF R 0 0 0 0.00 7.45 0.00 0.00 QE-> RUNF R 0 0 0 0.00 7.45 0.00 0.00 E<- RUNF R 0 0 0 0.00 -7.45 0.00 0.00 QE<- RUNF R 0 0 0 0.00 -7.45 0.00 0.00 63 of 118 Longitudinal Bracing Design Ver. 47.4- Page 3 American Buildings Company Mon Apr 24 15:35:29 2017 Job Name: W17GO127A Job Part: 1 BXW , ST PG'LOCATION FY COLD FORMED = 55.0 ksi STRUT FY HOT ROLLED = 50.0 ksi STRUT PIPE ft FY BUILT UP = 55.0 ksi • *** WIND BRACING DESIGN kips RATIO CONN -- ----------- 1 6 0.000 *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE ------------------- 80S5 *** RSW => 2 STRUT -------- 1.709 ----- ---- 0.376 BR5- 2 20.000 80S5 *** ROOF BRACING LOCATIONS BY BAY NUMBER 2.985 *** ROOF => 1 2 3 3 19.000.80S5 ---------------------------------------------------------------------- CASE NO:15 LOAD FACT / GROUP => 0.600 D 0.600 WPIP->. nR -0.756 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER 19.542 STRUT BAY: .1 2 3 1.357 #1 1.192 APPLIED AXIAL: 1.710 2.986 -0.756 20.000 3.824 CARRIEDT X:'-1•.275 SINGLE 1.275 1.275 0.481 #2 2.632 APPLIED4 AXIAL: 1.358 0.482 -0.3.95 19.000 1.192 CARRIEDT X: 0.397 0.397 0.397 -0.395 #3 1.192 APPLIED AXIAL: 0:435 0.039 -0.359 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 1:192 APPLIED4 AXIAL: 1.710 2.986 -0.756 5.017 CARRIEDy X: 5.017 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG'LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN -- ----------- 1 6 0.000 -- 1 ------- 19.542 ------------------- 80S5 EAVE STRUT -------- 1.709 ----- ---- 0.376 2 20.000 80S5 EAVE STRUT 2.985 0.368 3 19.000.80S5 EAVE STRUT -0.756 0.375 2 1 22.500 1 19.542 80Z16 SINGLE ZEE 1.357 0.749 2 20.000 8OZ16 SINGLE ZEE 0.481 0.822 3 19.000 8OZ16 SINGLE ZEE -0.395 0.700 64 of 118 Longitudinal Bracing Design Ver. 47.4 Page 4 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17G0127A Job Part: 1 BXW 3 6 45.000 1 19.542 8055 EAVE STRUT 0.434 0.408 2 20.000 8055 EAVE STRUT 0.038 0.418 3 19.000 8055 EAVE STRUT -0.359 0.396 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -------- ------ --- ---- ------ ------ ------ ------ ----- 1 1 16.833 20.000 1 BR 5 26.141 5.017 6.557 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips -- ------ --- ---- ------ ------ ------ ------ ----- 1 22.500 3 BR 5 29.860 3.824 1.948 NA 7.345 2 22.500 3 BR 5 29.860 1.192 0.607 NA 7.345 -------------------------------------------------------------------------- CASE NO:16 LOAD FACT / GROUP => 0.600 D 0.600 WPIP<- nL ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 12'' 3 #1 1.192 APPLIEDF AXIAL.: -0.756 2.986 1.710 3.824 CARRIEDT X: 1.275 1.275 1.275 #2 2.632 APPLIEDF AXIAL: -0.395 0.482 1.358 1.192 CARRIEDT X: 0.397 0.397 0.397 #3 1.192 APPLIEDF AXIAL: -0.359 0.039 0.435 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 1.192 APPLIEDF AXIAL: -0.756 2.986 1.710 5.017 CARRIED X: 5.017 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft ' kips RATIO CONN 1 6 0.000 1 19.542 8055 EAVE STRUT -0.755 0.376 2 20.000 8055' EAVE STRUT 2.986 0.368 3 19.000 8055 EAVE STRUT 1.710 0.375 2 1 22.500 1 19.542 80Z16 SINGLE ZEE -0.393 0.749 2 20.000 80Z16 SINGLE ZEE 0.482 0.822 65 of 118 • ,0 Longitudinal Bracing Design Ver. 47.4 Page 5 American Buildings Company Mon Apr 24 15:35:31 2017 .Job Name: W17G0127A Job Part:•l BXW 3 19.000 8OZ16 SINGLE ZEE 1.358 0.700 3 6 45.000 1 19.542 8055 EAVE STRUT -0.358 0.408 2 20.000 8055 EAVE STRUT 0.039 0.418 3 19.000.8055 EAVE STRUT 0.435 • 0.396 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X'(B2), B2 = 1.000 NOT TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips• kips kips kips -- --------- ------ --- ---- ------ ------ ------ ------ ----- 1 1 16.833 20.000 1 BR 5 26.141 .5.017 6.557 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2);'B2 = 1.000 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips 1 22.500- 3 BR 5 29.860 3.824 1.948 NA 7.345 2 22.500 3 BR 5 29.860 1.192 0.607 NA 7.345 -------------------------------------------------------------------------- CASE NO:17 LOAD FACT / GROUP => 0.600 D 0.600 WNIP-> nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 1.192 APPLIED- AXIAL: 2.229 3.504 -0.238 3.824 CARRIEDT X: 1.275 1.275 1.275 #2 2.632 APPLIED4 AXIAL: 2.504 1.628 0.752 1.192 CARRIEDT X: 0.397 0.397 0.397 #3 1.192 APPLIED- AXIAL: 0.954 0.557 0.161 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER - STRUT BAY: 1 2- 3. #1 1.192 APPLIED4 AXIAL: 2.229 3.504 -0.238 5.017 CARRIED, X: 5.017 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1. 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft ft 1 6 • 0.000 1 19.542 8055• EAVE STRUT 2 20.000 8055 EAVE STRUT 3 19.000 8055 EAVE STRUT 2 1 22.500 1 19.542 80Z16 SINGLE ZEE FORCE STRUT PIPE kips RATIO CONN 2.228 0.376 3.503 0.368 -0.238 0.375 2.502 0.749 66 of 118 Longitudinal Bracing Design Ver. 47.4 Page 6 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17G0127A Job Part: 1 BXW 2 20.000 80Z16 SINGLE ZEE 1.626 0.822 3 19.000 80Z16 SINGLE ZEE 0.750 0.700 3 6 45.000 1 19.54.2 8055 EAVE STRUT 0.953 0.408 2 20.000.8055 EAVE STRUT 0.556 0:418 3 19.000 8055 EAVE STRUT 0.160 0.396 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY- 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 1 1 16.833 20.000 1 BR 5 26.141 5.017 6.557 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips -- ------ --- ---- ------ ------ ------ ---- 1 -- 1 22.500 3 BR 5 29.860 3.824 1.948 NA 7.345 2 22.500 3 BR 5 29.860 1.192 0.607 NA 7.345 CASE NO:18 LOAD FACT / GROUP => 0.600 D 0.600 WNIP<- nL ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER STRUT BAY: 1 2 3 #1 1.192 APPLIED(- AXIAL: -0.238 3.504 2.229 3.824 CARRIEDT X: 1.275 1.275 1.275 #2 2.632 APPLIED(- AXIAL: 0.752 1.628 2.504 1.192 CARRIEDT X: 0.397 0.397 0.397 #3 1.192 APPLIED(- AXIAL: 0.161 0.557 0.954 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 . 2 3 #1 1.192 APPLIED(- AXIAL: -0.238 3.504 2.229 5.017 CARRIED.b X: 5.017 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN 1 6 0.000 1 19.542 8055 EAVE STRUT -0.237 0.376 - 2 20.000 8055 EAVE STRUT 3.504 0.368 3 19.000 8055 EAVE STRUT 2.229 0.375 67 of 118 • • 0 0 Longitudinal Bracing Design Ver. 47.4 Page 7 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17GO127A Job Part: l BXW 2 1 22.500 1 19.542 8OZ16 SINGLE ZEE 0.752 0.749 2 20.000 80Z16 SINGLE ZEE 1.628 0.822 3 19.000 8OZ16 SINGLE ZEE 2.504 0.700 3 6 45.000 1 19.542 8055 EAVE STRUT 0.161 0.408 2 20.000 8055 EAVE STRUT 0.557 0.418 3 19.000 8055 EAVE STRUT 0.954 0.396 *** RSW WALL BRACING LOCATION' 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1-1 16.833 20.000 1 BR 5 26.141 5.017 6.557 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO, BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips 1 22.500 3 BR 5 29.860 3.824 1.948 NA 7.345 2 22.500 3 BR 5 29.860 1.192 0.607 NA 7.345 CASE NO:19 LOAD FACT / GROUP => 0.524 D+C 0.700 E-> nR *** SEISMIC SERVICEABILITY BASED ON H/19 STRUT FL: 1 4 DEFL H/XXXX DEFL H/XXXX + in in #1 0.237 h/883 0.221 h/947 42 0.320 h/710 0.313 h/726 #3 0.346 h/605 0.346 h/605 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.167W STRUT BAY: 1 2 3 #1 0.590 APPLIED4 AXIAL: 0.786 1.572 -0.197 1.769 CARRIEDT X: 0.590 0.590 0.590 #2 1.179 APPLIED4 AXIAL: 0.590 0.590 0.590 0.590 CARRIEDT X: 0.197. 0.197 0.197 #3 `0.590 APPLIED4 AXIAL: •0.197 0.197 0.197 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER RSW BRACING (Strut 1) = 1 Bays of X -Bracing Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.167 R=3.25 = 0.217W STRUT: BAY: 1 2 3 #1 0.766 APPLIED-) AXIAL: 1.021 2.041 -0.255 3.062 CARRIED4, X: 3.062 68 of 118 Longitudinal Bracing Design Ver. 47.4 Page 8 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17G0127A Job Part: 1 BXW WALL FORCE DISTRIBUTION: FORCES SHOWN ARE'1ST ORDER FSW BRACING (Strut 3) = 0 Bays of Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.167 R=3.25 = 0.217W STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN 1 6 0.000 1 19.542 8055 EAVE STRUT 0.770 0.376 2 20.000 8055 SAVE STRUT 1.797 0.368 3 19.000 8055 EAVE STRUT -0.257 0.375 2 1 22.500 1 19.542 80Z16 SINGLE ZEE 0.198 0.749 2 20.000 80Z16 SINGLE ZEE 0.198 0.822 3 19.000 80Z16 SINGLE ZEE 0.198 0.700 3 6 45.000 1 19.542 8055 EAVE STRUT 0.000 0.408 2 20.000 8055 EAVE STRUT 0.000 0.418 3 19.000 8055 EAVE STRUT -0.000 0.396 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.005 NO.T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN -----ft -ft ----ft kips kips --kips kips -- - ----- --- ---- ------ ------ ----- • 1 1 16.833 20.000 1 BR 5 26.141 3.078 4.023 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.005 NO BAY QTY SIZE LENGTH HZ FOR 'TN FOR ST FOR A TEN ft ft kips kips kips kips 1 22.500 3 BR 5 .29.860 1.778 0.905 NA 7.345 2 22.500 3 BR 5 29.860 - 0.593 0.302 NA 7.345 -------------------------------------------------------------------------- CASE NO:20 LOAD FACT / GROUP => 0.524 D+C 0.700 E<- nL *** SEISMIC SERVICEABILITY BASED ON H/19 STRUT FL: 1 4 DEFL, H/XXXX DEFL H/XXXX in in #1 0.220 h/955 0.241 h/871 #2 0.310 h/733 0.331 h/687 #3 0.351 h/597 0.356 h/588 69 of 118 Longitudinal Bracing Design Ver. 47.4 Page . 9 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17GO127A Job Part: 1 BXW ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.167W STRUT BAY: 1 2 3 #1 0.590 APPLIEDF AXIAL: -0.197 1.572 0.786 1.769 CARRIEDT X: 0.590 0.590 0.590 #2 1.179 APPLIEDF AXIAL: 0.590 0.590 0.590 0.590 CARRIEDT X: 0.197 0.197 0.197 #3 0.590 APPLIEDF AXIAL: 0.197 0.197 0.197 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST.ORDER RSW BRACING (Strut 1) = 1 Bays of X -Bracing Force to CBF braced frames = pCsW p=1.30 Cs=Sds/•(R/I)=0.167 R=3.25 0.217W STRUT BAY: 1 2 3 #1 0.766'APPLIEDF AXIAL: -0.255 2.041 1.021 3.062 CARRIED.b X: 3.062 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER FSW BRACING (Strut 3) = 0 Bays of Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.167 R=3.25 = 0.217W STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE, STRUT PIPE -----ft -- -----ft - kips ---- RATIO CONN 1 6 0.000 1 19.542 80S5 SAVE STRUT 0.000 0.376 2 20.000 80S5 EAVE STRUT 2.054 0.368 3 19.000 80S5 EAVE STRUT 1.027 0.375 2 1 22.500 1 19.542 80Z16 SINGLE ZEE 0.593 0.749 2 20.000 8OZ16 SINGLE ZEE 0.593 0.822 3 19.000 8OZ16 SINGLE ZEE 0.593 0.700' 3 6 45.000 1 19.542 80S5 EAVE STRUT 0.257 0.408 2 20.000 80S5 SAVE STRUT 0.257 0.418 3 19.000 8055 EAVE STRUT 0.257 0.396 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 1.005 NO T`TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 16.833 20.000 1 BR 5 26.141 3.078 4.023 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.005 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips 1 22.500 3 BR 5 29.860 1.778 0.906 NA 7.345 70 of 118 Longitudinal Bracing Design Ver. 47.4 Page 10 American Buildings Company Mon Apr 24 15:35:31-2017 Job Name: W17G0127A Job Part: 1 BXW 2 22.500 3 BR 5 29.860 0.593 0.302 NA 7.345 -------------------------------------------------------------------------- CASE NO:21 LOAD FACT / GROUP => 0.437 D+C 0.583 SIE-> nR *** SEISMIC SERVICEABILITY BASED ON H/19 STRUT FL: 1 4 DEFL H/XXXX• DEFL H/XXXX in in #1 0.198 h/1060 0.184 h/1137 #2 0.267 h/852 0.261 h/871 #3 0.289 h/726 0.289 h/726 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.167W STRUT BAY: 1 2 3 #1 0.491 APPLIED-) AXIAL: 0.655 1.310 -0.164 1.474 CARRIEDT X: 0.491 0.491 0.491 #2 0.983 APPLIED4 AXIAL: 0.491 0.491 0.491 0.491 CARRIEDT X: 0.164 0.164 0.164 #3 0.491 APPLIED-) AXIAL: 0.164 0.164 0.164 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER RSW BRACING (Strut 1) = 1 Bays of X -Bracing Force to CBF braced frame connections = nCsW SI=2 Cs=Sds/(R/I) R=3.25 = 0.333W STRUT BAY: 1 2 3 #1 0.980 APPLIED4 AXIAL: 1.307 2.614 -0.327• 3.921 CARRIED,. X: 3.921 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER FSW BRACING (Strut 3) = 0 Bays of Force to CBF braced frame connections = nCsW n=2 Cs=Sds/(R/I) R=3.25 = 0.333W STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN -- 1 ----------- ------=--------------------- 6 0.000 1 19.542 8055 EAVE STRUT -------- 0.987 ----- ---- 0.376' 2 20.000 8055 EAVE STRUT 2.302 0.368 3 19.000 8055 EAVE STRUT -0.329 0.375 2 1 22.500 1 19.542 80Z16 SINGLE ZEE 0.164 0.749 2 20.000 80Z16 SINGLE ZEE 0.164 0.822 3 19.000 80Z16 SINGLE ZEE 0.164 0.700 3 6 45.000 1 •19.542 8055 EAVE STRUT, 0.000 0.408 2 20.000 8055 EAVE STRUT 0.000 0.418 3 19.000 8055 EAVE STRUT 0.000 0.396 71 of 118 Longitudinal Bracing Design Ver. 47.4 Page 11 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17GO127A Job Part: 1 BXW *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.004 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 1 1 16.833 20.000 1 BR 5 26.141 3.938 5.147 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.004 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips -- ------ --- ---- ------ ----- ------ ------ ----- 1 22.500 3 BR 5 29.860 1.480 0.754 NA 7.345 2 22.500 3 BR 5 29.860 0.493 0.251 NA 7.345 CASE NO:22 LOAD FACT / GROUP => 0.437 D+C 0.583 DE<- nL *** SEISMIC SERVICEABILITY BASED ON H/19 STRUT FL: 1 4 DEFL H/XXXX DEFL H/XXXX in in #1 0.183 h/1146 0.201 h/1045 #2 0.259 h/880 0.276 h/824 #3 0.293 h/716 0.297 h/706 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.167W STRUT BAY: 1 2 3 #1 0.491 APPLIED+- AXIAL: -0.164 1.310 0.655 1.474 CARRIEDT X: 0.491 0.491 0.491 #2 0.983 APPLIED+- AXIAL: 0.491 0.491 0.491 0.491 CARRIEDT X: 0.164 0.164 0.164 #3 0.491 APPLIED+- AXIAL: 0.164 0.164 0.164 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER RSW BRACING (Strut 1) = 1 Bays of X -Bracing Force to CBF braced frame connections = QCsW 0=2 Cs=Sds/(R/I) R=3.25 = 0.333W STRUT BAY: 1 2 3 #1 0.980 APPLIED+- AXIAL: -0.327 2.614 1.307 3.921 CARRIED, X: 3.921 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER FSW BRACING (Strut 3) = 0 Bays of Force to CBF braced frame connections = nCsW 0=2 Cs=Sds/(R/I) R=3.25 = 0.333W STRUT BAY: 1 2 3 72 of 118 Longitudinal Bracing Design Ver. 47.4 Page 12 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17G0127A Job Part: 1 BXW *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft ft 1 6 0.000 1 19.542 8055 EAVE STRUT 2 20.000 8055 EAVE STRUT 3 19.000 8055 EAVE STRUT 2 1 22.500 1 19.542 80Z16 SINGLE ZEE 2 20.000 80Z16 SINGLE ZEE 3 19.000 80Z16 SINGLE ZEE 3 6 45.000 1 19.542 8055 EAVE STRUT 2 20.000 8055 EAVE STRUT 3 19.000 8055 EAVE STRUT FORCE STRUT PIPE kips RATIO CONN -------- ----- ---- 0.000 0.376 2.631 0.368 1.316 0.375 0.493 0.749 0.493 0.822 0.493 0.700 0.329 0.408 0.329 0.418 0.329 0.396 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.004 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 16.833 20.000 1 BR 5 26.141 3.938 5.147 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.004 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A.TEN ft ft kips kips kips kips -- ------ --- ---- ------ ------ ------ ------ ----- 1 22.500 3 BR 5 29.860 1.480 0.754 NA 7.345 2 22.500 3 BR 5 29.860 0.493 0.251 NA 7.345 73 of 118 . L� 0 Longitudinal Bracing Design Ver. 47.4 Page 13 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17GO127A Job Part: 1 BXW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE" M RSW VERT M RSW HORZ LOAD FACTOR / LOAD GROUP => ---- 23 ---------- 7.Okips ---------- ----------- 8.3kips 1.000 WPIP-> ---------- nR 24 7.Okips 8.3kips 1.000 WPIP<- nL 25 7.Okips 8.3kips 1.000 WNIP-> nR 26 7.Okips 8.3kips 1.000 WNIP<- nL 27 3.7kips 4.4kips 1.000 E-> nR 28 3.7kips 4.4kips 1.000 E<- nL 29 O.Okips O.Okips 1.000 D+C 30 O.Okips O.Okips 1.000 D 31 0.1kips 0.1kips 1.000 L ***•LOAD CASE SUMMARY B2 ----------------------------------------------------------- CASE NO: 1 1.000 D+C + 1.000 L nR 1.06 CASE NO: 2 1.000 D+C + 1.000 L nL 1.06 CASE NO: 3 1.000 D + 0.600 WPIP-> nR 1.00 CASE NO: 4 1.000 D + 0.600 WPIP<- nL 1.00 CASE NO: 5 1.000 D + 0.600 WHIP-> nR 1.00 CASE NO: 6. 1.000 D +0.600 WNIP<- nL 1.00 CASE NO: 7 1.076 D+C + 0.700 E-> nR 1.01 CASE NO: 8 1.076 D+C + 0.700 E<- nL 1.01 CASE NO: 9 0.897 D+C + 0.583 nE-> nR 1.01 CASE NO: 10 0.897 D+C + 0.583 nE<- nL 1.01 CASE NO: 11 1.000 D+C + 0.450 WPIP-> + 0.750 L nR 1.02 • CASE NO: 12 1.000 D+C + 0.450 WPIP<- + 0.750 L nL 1.02 CASE NO: 13 1.000 D+C + 0.450 WNIP-> + 0.750 L nR 1.03 CASE NO: 14 1.000 D+C + 0.450 WNIP<- + 0.750 L nL 1.03• CASE NO: 15 0.600 D + 0.600 WPIP-> nR 1.00 CASE NO: 16 0.600 D + 0.600 WPIP<- nL 1.00 CASE NO: 17 0.600 D + 0.600 WNIP-> nR 1.00 CASE NO: 18 0.600 D + 0.600 WNIP<- nL 1.00 CASE NO: 19 0.524 D+C + 0.700 E-> nR 1.01 CASE NO: 20 0.524 D+C + 0.700 E<- nL 1.01 CASE NO: 21 0.437 D+C + 0.583 nE-> nR 1.00 CASE NO: 22 0.437 D+C + 0.583 KIE<- nL 1.00 *** ESTIMATED BRACING WEIGHT SUMMARY *** ESTIMATED WALL BRACING WEIGHT SUMMARY BN WALL DESC WEIGHT lbs -- ---- ---- ------ 2 RSW BR5- 85.5 TOTAL 85.5 *** ESTIMATED ROOF BRACING WEIGHT SUMMARY BN DESC WEIGHT lbs 75 of 118 a • • • )ngitudinal Bracing Design Ver. 47.4 Page ierican Buildings Company_ Mon Apr 24 15:35:31 20: >b Name: W17G0127A Job Part: 1 BXW 1 BR5- 2.83.8 2 BR5- 283.8 TOTAL 567.7 TOTAL X -BRACING WEIGHT TOTAL PIPE STRUT WEIGHT TOTAL TOTAL CABLE X -BRACING WEIGHT PERCENT CABLE X -BRACING. WEIGHT 653.1 0.0 653.1 0.0 0 76 of 118 Longitudinal Bracing Design Ver. 47.4 Page 15 American Buildings Company Mon Apr 24 15:35:31 2017 Job Name: W17G0127A Job Part: 1 BXW *** SUMMARY MEMBER STRESS REPORT WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO --------------------------------------------- RSW 2 1 RD BR5- 3 0.89 ROOF X BRACING • XB NO TYPE X -BRACE L CASE S RATIO --------------------------------------------- 1 RD BR5- 3 0.27 2 RD BR5- 3 0.08 • 77 of 118 v SECTION 4 �PURLIN AND GIRT R 78 of 118 ABC Design Calculations Pamphlet AMERICAN BUILDINGS COMPANY'S Standard Purlins and Girts are light gage 8" x 2 1/2" "Z" and "C", 9 1/2" x 3" "Z" and "C" and 12" x 3 1/8" "Z" and "C" sections (with stiffened flanges) cold formed from 55,000 psi yield steel. The fully braced section properties and capacities computed in accordance with the North American Cold -Formed Steel Specifications, 2007 Edition, are as follows: DIMENSIONS, PROPERTIES AND CAPACITIES � 7/8" 3� 1" 2� 47/8- 50(\ T 8" T 91/2 T 12" 8' T 91/2" T 50� 507 \ I - 507 \ 17/8" 1" 3/4"C 2 1/2" 718 L . 3 E 2 1/2" ' 31 1___( 1 3/16" 12" T 3 1/8" 41 3/16" SECTION THICKNES5 T (in.) WEIGH T (lbs./ft.) AREA (in .2) IX (in .4) (Full) S" (in .3) (Effective r X (in.) I y (in.4) (Full)(Effective) S y (i, r y (in.) (in.) MAX. ALLOW * SHEAR (KIPS) MAX. ALLOW MOMENT (KIP -FT.) 8Z16 0.060 2.87 0.84 8.09 1.74 1 3.10 1.22 0.32 1.20 2.60 4.77 8Z15 0.067 3.20 0.94 8.99 1.97 1 3.09 1.36 0.38 1.20 3.63 5.39 8Z14 0.075 3.57 1.05 10.02 2.27 1 3.09 1.51 0.45 1.20 5.11 6.22 8Z13 0.089 4.22 1.24 11.80 2.81 3.08 1.77 0.58 1.19 8.57 7.70 8Z12 0.099 4.68 1.38 13.05 3.15 3.08 1.95 0.66 1.19 10.82 8.66 9.5Z15 0.067 3.82 1.12 15.28 2.61 3.69 2.33 0.51 1.44 3.02 7.16 9.5Z14 0.075 4.27 1.26 17.04 3.08 3.68 2.59 0.56 1.44 4.24 8.46 9.5Z13 0.089 5.05 1.49 20.09 3.75 3.68 3.04 0.73 1.43 7.11 10.30 9.5Z12 0.099 5.61 1.65 22.24 4.32 3.67 3.36 0.84 1.43 9.81 11.86 12Z13 0.089 5.96 1.75 36.36 5.34 4.55 3.66 0.86 1.45 5.54 14.64 12Z12 0.099 6.62 1.95 40.29 6.21 4.55 4.04 1.01 1.44 7.64 17.04 12Z11 0.120 8.00 2.35 48.42 7.81 4.54 4.83 1.30 1.43 13.66 21.44 8C16 0.060 2.86 0.84 7.94 1.80 3.07 0.71 0.36 0.92 2.60 4.94 8C15 0.067 3.19 0.94 8.82 2.05 3.07 0.79 0.40 0.92 3.63 5.62 8C14 0.075 3.56 1.05 9.81 2.37 3.06 0.87 0.45 0.91 5.11 6.51 8C13 0.089 4.26 1.24 11.53 2.88 3.05 1.01 0.54 0.91 8.57 7.90 8C12 0.099 4.73 1.37 12.73 3.18 3.05 1.11 0.60 0.90 10.82 8.74 9.5C15 1 0.067 3.81 1.12 15.02 2.76 3.66 1.36 0.57 1.10 3.02 7.58 9.5C14 0.075 4.26 1.25 16.74 3.17 3.65 1.51 0.64 1.10 4.24 8.71 9.5C13 0.089 5.07 1.49 19.69 3.91 3.65 1.76 0.76 1.09 7.11 10.73 9.5C12 0.099 5.64 1.66 21.78 4.46 3.64 1.94 0.85 1.09 9.81 12.24 12C13 0.089 5.98 1.76 36.00 5.80 4.52 2.26 0.89 1.13 5.54 15.91 12C12 0.099 6.65 1.96 39.84 1 6.64 1 4.52 2.48 1 1.00 1 1.13 7.64 18.23 12C11 0.120 8.06 1 2.37 1 47.78 1 7.96 1 4.51 2.94 1 1.22 1 1.12 13.66 1 21.86 *Stress Increase = 1.00 Moments and shears used in selecting "Z" and "C" sections and connections for the Purlin and Girts were found by the stiffness method of analysis. To meet varying load requirements, the "Z" and "C" members shall be of simple span or lapped over the interior frames to form a continuous beam. The purlin sections were then designed for the maximum positive moments and for the moment and shear combination at the beginning and termination of the laps. The double "Z" and "C" sections were also checked for the maximum negative moments over the interior frames. SUBJECT TO CHANGE WITHOUT• 00; 06/8Cp Section 4 Page 1 • i AMERICAN BUILDINGS COMPANY F r o n t R o o f D e s i g n Designer: MO Version Number: Ver. 47.4 Job Number: W17G0127A, Module: 1 Date/Time: 04/24/17 03:35 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 ---------------------------------=----------------------------------------- Wall Base Adjustments: FSW I RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 18.000 ft 0.000 ft Right 1 C B '0.000 ft Building Code: 2015 International Building Code ---=----------------------------------------------------------------------- Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV (Snow Importance Factor = 1.000) Roof Dead Load = 1.500 psf Collateral Load = 1.000 psf Roof Live Load = 20.000 psf Ground Snow Load = 0.000 psf Snow Exposure Category: Fully Exposed (Snow Exposure Factor = 0.900) Thermal Condition: Unheated and open air structures (Thermal Factor = 1.200) k Roof Snow Load = 0.000 psf Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 23.225 psf --------------------------------------------------------------------------- Anti-Roll Region #1 from eave to peak Width: 22.578 ft On Slope: 1:12 •Lines(np): 5 W(gravity): 18.1435 psf At Frame Line: 2 Applied Force(PL): 825.472 lbs -- Qty Clips Needed: 1 Qty Clips Utilized: 1 Resistance: 2000 lbs Purlin locations on slope from peak to eave. Line Distance Design Interest No.- (feet),Spacing Line ---------------=------------- 1 1.50 4.00 Y 2 6.50 5.00 Y 3 11.50 5.00 Y 4 16.50 4.02 5 19.54 3.04 Y 6 22.58 * 1.52 Y Anti -Roll Lt.Edge Rt.Edge Weight Region Clip Package Package (lbs) --------------------------------------- 1 Y(Uphill) 189.3 189.3 TYP 189.3 189.3 189.3 226.9 eave strut LINE WEIGHT TOTAL EXTENDED WEIGHT TOTAL 1173.5 1173.5 - Page 1 of 16 80 of 118 P A N E L Panel type: L3P26 Sx(top) = 0.037 in3; Sx(bottom) = 0.046 in3; Fy = 80 ksi ---------------------------------------------------------------------- Support purlin location (eave to ridge): 0.000 3.039 6.078 11.078 16.078 Applied loads and adjusted loads: 0.940 psf= 0.937 to 0.937 lb/ft 20.000 psf= 19.862 to 19.862 lb/ft -69.212 psf= -69.212 to -69.212 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -45.986 psf= -45.986 to -45.986 ib/ft 16.000 psf= 16.000 to 16.000 lb/ft -45.986 psf= -45.986 to -45.986 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -27.406 psf= -27.406 to -27.406 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft 21.078 D L+ W(at eave corner)- W(at-eave corner)+ W(at rake edge)- W(at rake edge)+ W(at eave edge)- W(at eave edge)+ W(typical)- W(typical)+ Load Combination: D + L+ Check By ASD; L/60 Deflection Limit Net uniform load of 20.799 20.799 20.799 20.799 20.799 lb/ft Continuous spans of 3.039 3.039 5.000 5.000 5.000 ft Reaction = 117.042 lb; Capacity = 281.143 lb; Check Ratio = 0.416 Load Combination: D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -40.590 -40.590 lb/ft Continuous spans of 3.039 3.039 ft , Reaction = -154.192 lb; Capacity = -239.467 lb; Check Ratio = 0.644 Load Combination: D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 40.026 lb; Capacity = 281.143 lb; Check Ratio = 0.142 Load Combination: D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -26.655 -26.655 -26.655 -26.655 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -80.586 lb + Bending = 69.743 ft -lb; Check Ratio = 0.644 Load Combination: D + 0.6W(at rake edge)+ 3 Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 10.537 10.537 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 59.425 lb; Capacity = 281.143 lb; Check Ratio = 0.211 Load Combination: D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -26.655 -26.655 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -101.255 lb; Capacity = -239.467 lb; Check Ratio = 0.423 Page 2 of 16 81 of 118 • Load Combination: D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 lb/ft Continuous spans of 3.039 3.039 ft - Reaction = 40.026 lb; Capacity = 281.143 lb;.Check Ratio = 0.142 Load Combination: D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.507 -15.507 -15.507 -15.507 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -46:882 lb + Bending = 40.574 ft -lb; Check Ratio = 0.375 Load Combination: D + 0.6W(typical)+ • Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 10.537 10.537 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 59.425 lb; Capacity = 281.143 lb; Check Ratio = 0.211 Load Combination: D + 0.45W(at eave corner)+.+ 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 87.498 lb; Capacity = 281.143 lb; Check Ratio = 0.311 Load Combination: D + 0.45W(at rake edge)+ + 3/4L+ . Check By ASD; No Deflection Limit Net uniform load of 23.033 23'.033 23.033 23.033 lb/.ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 129.903 lb; Capacity = 281.143 lb; Check Ratio = 0.462 Load Combination: D + 0.45W(at eave edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net.uniform load of 23.033 23.033 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 87.498 lb; Capacity = 281.143 lb; Check Ratio = 0.311 Load Combination: D + 0.45W(typical)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 23.033 23.033 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 129.903 lb; Capacity = 281.143 lb; Check Ratio = 0.462 Load Combination: 0.6D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -40.965 40.965 lb/ft - Continuous spans of 3.039 3.039 ft Reaction 155.615 lb; Capacity -239.467 lb; Check Ratio = 0.650 Load Combination: 0.6D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 38.603 lb; Capacity =.281.143 lb; Check Ratio = 0.137 Load Combination: 0.6D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -27.030 -27.030 -27.030 -27.030 lb/ft _Continuous spans of 3.039 5.000 5.000 5.000•ft Shear = -81.719 lb + Bending = 70.723, ft -lb; Check Ratio = 0.653 ' Page 3 of 16 82 of 118 Load Combination: 0.6D + 0.6W(at rake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 10.162 10.162-lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 57.312 lb; Capacity = 281.143 lb; Check Ratio = 0.204 Load Combination: 0.6D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -27.030 -27.030 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -102.679 lb; Capacity = -239.467 lb; Check Ratio = 0.429 Load Combination: 0.6D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 38.603 lb; Capacity = 281.143 lb; Check Ratio = 0.137 Load Combination: 0.6D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.882 -15.882 -15.882 -15.882 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -48.015 lb + Bending = 41.554 ft -lb; Check Ratio = 0.384 Load Combination: 0.6D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 10.162 10.162 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 57.312 lb; Capacity = 281.143 lb; Check Ratio = 0.204 Load Combination: D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.505 -16.505 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -62.697 lb; Capacity = -239.467 lb; Check Ratio = 0.262 Load Combination: D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 4.969 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 18.875 lb; Capacity = 281.143 lb; Check Ratio = 0.067 Load Combination: D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.652 -10.652 -10.652 -10.652 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -32.204 lb + Bending = 27.870 ft -lb; Check Ratio = 0.258 Load Combination: D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 4.969' 4.969 4.969 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 28.023 lb; Capacity = 281.143 lb; Check Ratio = 0.100 Load Combination: D + 1/4W(at eave edge)- Check By ASD; L/60 Deflection Limit Net uniform load of -10.652 -10.652 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -40.463 lb; Capacity = -239.467 lb; Check Ratio = 0.169 Page 4 of 16 83 of 118 Load Combination: D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 4.969 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 18.875 lb; Capacity = 281.143 lb; Check Ratio = 0.067 Load Combination: D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -5.970 -5.970 -5.970 -5.970 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -18.048 lb + Bending = 15.619 ft -lb; Check Ratio = 0.144 Load Combination: D + 1/4W(typical)+ • Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 4.969 4.969 4.969 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 28.023 lb; Capacity = 281.143 lb; Check Ratio = 0.100 Load Combination: D + 0.19W(at eave corner)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 71.634 lb; Capacity = 281.143 lb; Check Ratio = 0.255 Load Combination: D + 0.19W(at rake edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 18.857 18.857 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 106.351 lb; Capacity = 281.143 lb; Check Ratio = 0.378 Load Combination: D + 0.19W(at eave edge)+ + 3/4L+ • Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 71.634 lb; Capacity = 281.143 lb; Check Ratio = 0.255 Load Combination: D + 0.19W(typical)+ + 3/4L+ Check By ASD; L/60 Deflection Limit " Net uniform load of 18.857 18.857 18.857 18.857 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 106.351 lb; Capacity = 281.143 lb; Check Ratio = 0.378 Load Combination: 0.6D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.879 -16.879 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -64.120 lb; Capacity = -239.467 lb; Check Ratio = 0.268 Load Combination: 0.6D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 17.452 lb; Capacity = 281.143 lb; Check Ratio = 0.062 Load Combination: 0.6D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -11.026 -11.026 -11.026 -11.026 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -33.336 lb + Bending = 28.851 ft -lb; Check Ratio = 0.267 Page 5 of 16 84 of 118 Load Combination: 0.6D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 4.594 4.594 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 25.910 lb; Capacity = 281.143 lb; Check Ratio = 0.092 Load Combination: 0.6D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -11.026 -11.026 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -41.887 lb; Capacity = -239.467 lb; Check Ratio = 0.175 Load Combination: 0.6D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 17.452 lb; Capacity = 281.143 lb; Check Ratio = 0.062 Load Combination: 0.6D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -6.344 -6.344 -6.344 -6.344 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -19.181 lb + Bending = 16.600 ft -lb; Check Ratio = 0.153 Load Combination: 0.6D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 4.594 4.594 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 25.910 lb; Capacity = 281.143 lb; Check Ratio = 0.092 Load Combination: L+ No Stress Design; L/60 Deflection Limit Net uniform load of 19.862 19.862 19.862 19.862 19.862 lb/ft Continuous spans of 3.039 3.039 5.000 5.000 5.000 ft Deflection = 0.072 inches; Limit = 1.000 inches; Check Ratio = 0.072 • 0 ---------------------------------------------------------------------------- Roof purlin line 1 (Strut Line) --------------------------------------------------------------------------- Design Spacing 4.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.080 Wind Suction Coefficient in Edge Strip at End -1.280 Wind Pressure Coefficient 0.689 DESIGN SUMMARY Roof purlin line 1 (Strut Line) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap. Pts Clips Case Ratio Check (ft) (ft) . (ft) --------------------------------------------------------------------------- Page 6 of 16 85 of 118 Page 7 of 16 86 of 118 11, 0.458 80Z16 0.000 0.000 0 R.End 10 0.505 bearing at bolt 16 L/ 94 deflection 1 19.542 80216 0.000 1.500 0 L.End 16 0.749 compression+bending 35 L/ 446 deflection 2 20.000 80Z16 1.500 1.500 0 No 16 0.822 compression+bending 35 L/4930 deflection 3 1.9.000 80Z16 1.500 0.000 0 R.End 16 0.700 compression+bending 35 L/ 492 deflection 3R 1.000 80Z16 0.000 0.000 0 L.End 11 0.505 bearing at bolt 16 L/ 104 deflection Total weight (extended) = 189.3 (189.3) lbs. Max check ratio 0.822 LOAD COMBINATIONS • Roof purlin line 1 (Strut Line) No. --------------------------------------------------------------------------- Load Case Description 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D + 0.6WPIP-> Check By ASD; No Deflection Limit 4 D + 0.6WPIP<- Check By ASD; No Deflection Limit 5 D + 0.6WNIP-> Check By ASD; No Deflection Limit 6 D + 0.6WNIP<- Check By ASD; No Deflection Limit 7 D+C + 0.6W+ Check By ASD; No Deflection Limit 8 D+C + 0.6WPIP-> Check By ASD; No Deflection Limit 9 D+C + 0.6WPIP<- Check By ASD; No Deflection Limit 10 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 11 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 12 1.08D + 0.7E-> Check By ASD; No Deflection Limit 13 1.08D + 0.7E< - Check By ASD; No Deflection Limit 14 1.08(D+C) + 0.7E-> Check By ASD; No Deflection Limit 15 1.08(D+C) + 0.7E< - Check By ASD; No Deflection Limit 16 D+C + 0.45W+ + 3/41, Check By ASD; No Deflection Limit 17 D+C + 0.45WPIP-> + 3/4L Check By ASD; No Deflection Limit 18 D+C + 0.45WPIP<- + 3/4L Check By ASD; No Deflection Limit 19 D+C + 0.45WNIP-> + 3/41, Check By ASD; No Deflection Limit 20 D+C + 0.45WNIP<- + 3/4L Check By ASD; No Deflection Limit 21 0.6D + 0.6W - Check By ASD; No Deflection Limit Page 7 of 16 86 of 118 22 0.6D + 0.6WPIP-> Roof purlin line 1 (Strut Line) . Check By ASD; No Deflection Limit Load Load 23 0.6D + 0.6WPIP<- Intensity From ---------------------------------------------------- Type Group Designation Check By ASD; No Deflection Limit ' 24 0.6D + 0.6WNIP-> ALL 5.979 0.000 2 UNIF Check By ASD; No Deflection Limit 0.000 25 0.6D + 0.6WNIP<- L ALL 79.448 0.000 4 Check By ASD; No Deflection Limit -118.914 26 0.6(D+C) + 0.6W+ W- 1 -118.914 0.000 6 Check By ASD; No Deflection Limit -100.334 27 0.6(D+C) + 0.6WPIP-> W- 2 -100.334 0.000 8 Check By ASD; No Deflection Limit -100.334 28 0.6(D+C) + 0.6WPIP<- W- 3 -118.914 15.500 10 Check By'ASD; No Deflection Limit -118.914 29 0.6(D+C) + 0.6WNIP-> W+ ALL 64.000 0.000 12 Check By ASD; No Deflection Limit -118.914 30 0.6(D+C) + 0.6WNIP<- WPIP-> 1 -118.914 0.000 Check By ASD; No Deflection Limit 31 0.52D + 0.7E-> Check By ASD; No Deflection Limit 32 0.52D + 0.7E< - Check By ASD; No Deflection Limit 33 0.52(D+C) + 0.7E-> Check By ASD; No Deflection Limit 34 0.52(D+C) + 0.7E< - Check By ASD; No Deflection Limit 35 L No Stress Check; L/150 Deflection Limit 36 0.42W - No Stress Check; L/180 Deflection Limit 37 0.42W+ No Stress Check; L/180 Deflection Limit 38 0.42WPIP-> r No Stress Check; L/180 Deflection Limit 39 0.42WPIP<- No Stress Check; L/180 Deflection Limit 40 0.42WNIP-> No Stress Check; L/180 Deflection Limit 41 0.42WNIP<- No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 1 (Strut Line) No. Load Load Span Intensity From ---------------------------------------------------- Type Group Designation # lb/ft(kips) feet 1 UNIF D ALL 5.979 0.000 2 UNIF D+C ALL 9.952 0.000 3 UNIF L ALL 79.448 0.000 4 UNIF W- 1L -118.914 0.000 5 UNIF W- 1 -118.914 0.000 6 UNIF W- 1 -100.334 4.042 7 UNIF W- 2 -100.334 0.000 8 UNIF W- 3 -100.334 0.000 9 UNIF W- 3 -118.914 15.500 10 UNIF W- 3R -118.914 0.000 11 UNIF W+ ALL 64.000 0.000 12 UNIF WPIP-> 11, -118.914 0.000 13 UNIF WPIP-> 1 -118.914 0.000 Intensity To lb/ft feet -------------------- 5.979 0.000 9.952 0.000 79.448 0.000 -118.914 0.458 -118.914 4.042 -100.334' 19.542 -100.334 20.000 -100.334 15.500 -118.914 19.000 -118.914 1.000 64.000 0.000 -118.914 0.458 -118.914 4.042 Page 8 of 16 87 of 118 14 UNIF WPIP-> 1 -100.334 4.042 -100.334 19.542 •15 UNIF WPIP=> 2 .-100.334 0.000. -100.334 20.000 16 UNIF WPIP-> 3 -100.334 0.000 -100.334 19.000 17 UNIF WPIP-> 3R -100.334 .0.000 -100.334 1.000 18 UNIF WPIP<- 1L -100.334 0.000 -100.334 0.458 19 UNIF WPIP<- 1 -100.334 0.000 -100.334 19.542 20 UNIF WPIP<- 2 -100.334 0.000 -100.334 20.000- 21 UNIF WPIP<- 3 -100.334 0.000 -100.334 15.500 22 UNIF WPIP<- 3 -118.914 15.500 -118.914 19.000• 23 UNIF WPIP<- 3R -118.914 0.000 -118.914 1.000 24 UNIF WNIP-> 1L -85.469 0.000 -85.469 0.458 25 UNIF WNIP-> 1 -85.469 0.000 -85.469 4.042 26 UNIF WNIP-> 1 -66.889 4.042 -66.889 19.542 27 UNIF WNIP-> 2 -66.889 0.000 -66.889 20.000 28 UNIF WNIP-> 3 -66.889 0.000 -66.889 19.000 29 UNIF WNIP-> 3R -66.889 0.000 -66.889 1.000 30 UNIF WNIP<- 1L -66.889 0.000 -66.889 0.458 31 UNIF WNIP<- 1 -66.889 0.000 766.889 19.542 32 UNIF WNIP<-_ 2 -66.889 0.000 -66.889 20.000 33 UNIF WNIP<- 3 -66.889 - 0.000 -66.889 15.500 34 UNIF WNIP<- 3 -85.469 15.500 -85.469 19.000 35 UNIF WNIP<- 3R -85.469 0.000 -85.469 1.000 36 AXLD WPIP-> 1 1.130 0.000 0.000 0.000 37 AXLD WPIP-> 2 0.400 0.000 0.000 0.000 38 AXLD WPIP-> 3 -0.330 0.000 0.000 0.000 39 AXLD WPIP<- 1 -0.330 0.000 0.000 0.000 40 AXLD WPIP- 2 0.400 0.000 0.000 0.000 41 AXLD WPIP<- 3 1.130 0.000 0.000 0.000 42 AXLD WNIP-> 1 2.084 0.000 0.000 0.000 43 AXLD WNIP-> 2 1.354 0.000 0.000 0.000 44 AXLD WNIP-> 3 0.625 0.000 0.000 0.000 45 AXLD WNIP<- 1 0.625 0.000 0.000 0.000 46 AXLD WNIP<- 2 1.354 0.000 0.000 0.000 47 AXLD WNIP<- 3 2.084 0.000 0.000 0.000 48 AXLD E-> 1 0.140, 0.000 0.000 0.000 49 AXLD E-> 2 0.140 0.000 0.000 0.000 50 AXLD E-> 3 0.140 0.000 0.000 0.000 51 AXLD E<- 1 0.419 0.000 0.000 0.000 52 AXLD E<- 2 0.419 0.000 0.000 0.000 .53 AXLD E<- 3 0.419 0.000 0.000 0.000' 54 AXLD D+C 1 0.001 0.000 0.000 0.000 55 AXLD D+C 2 0.001 0.000 -0.000 0.000 56 AXLD D+C 3 0.001 0.000 '0.000 0.000 ---------------------------------------------------_------------------------ Roof pu--lin line 2 (Midfield) --------------------------------------------------------------------------- Design Spacing 5.000 ft Mounting Condition at Supports BYPASS Lateral Restraint.by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.080 Wind Suction Coefficient in Edge Strip at End -1.280 Wind Pressure Coefficient 0.689 DESIGN SUMMARY Page 9 of 16 88 of 118 Roof purlin line 2 (Midfield) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) ----------------------------------------------------=---------------------- 1L 0.458 8OZ16 0.000 0.000 0 R.End 5 0.035 bolt capacity 4 L/ 76 deflection 1 19.542 8OZ16 0.000 1.500 0 L.End 4 0.930 bending 7 L/ 357 deflection 2 20.000 8OZ16 1.500 1.500 0 No 4 1.021 bending 7 L/3944 deflection 3 19.000 80Z16 1.500 0.000 0 R.End 4 0.869 bending 7 L/ 394 deflection 3R 1.000 8OZ16 0.000 0.000 0 L.End 4 0.050 bending+shear 4 L/ 84 deflection Total weight (extended) = 189.3 (189.3) lbs. Max check ratio = 1.021 LOAD COMBINATIONS Roof purlin line 2 (Midfield) No. Load Case Description --------------------------------------------------------------------------- 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 5 0.6D + 0.6W - Check By ASD; No Deflection Limit 6 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 2 (Midfield) No. Load Load Span Intensity From Intensity To ----------7------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL '7.474, 0.000 7.474 0.000 2 UNIF D+C ALL 12.440 0.000 12.440 0.000 3 UNIF L ALL 99.310 0.000 99.310 0.000 4 UNIF W- 1L -148.642 0.000 -148.642 0.458 5 UNIF W- 1 -148.642 0.000 -148.642 4.042 6 UNIF W- 1 -125.417 4.042 -125.417 19.542 7 UNIF W- 2 -125.417 0.000 -125.417 20.000 8 UNIF W- 3 -125.417 0.000 -125.417 15.500 9 UNIF W- 3 -148.642 15.500 -148.642 19.000 10 UNIF W- 3R -148.642 0.000 -148.642 1.000 11 UNIF W+ ALL 80.000 0.000 80.000 0.000 Page 10 of 16 89 of 118 --------------------------------------------------------------------------- Roof p'urlin line 3 (Strut Line) ---'----------------------------------------------------------------------- Design Spacing 5.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.080 Wind Suction Coefficient in Edge Strip at End -1.280 Wind Pressure Coefficient 0.689 DESIGN SUMMARY Roof purlin line 3 (Strut Line) Span Length Mark Left. Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 1L 0.458 80Z16 0..000 0.000 0 R.End 5 0.035 bolt capacity 4 L/ 76 deflection 1 19.542 8OZ16 0.000 1.500 0 L.End 4 0.930 bending 7 L/ 357 deflection 2 20.000 80216 1.500 1.500 0 No 4 1.021 bending 7 L/3944 deflection 3 19.000 8OZ16 1.500 0.000 0 R.End 4 0.869 bending " 7 L/ 394 deflection" 3R 1.000 80216 0.00.0 0.000 0 L.End 4 .0.050 bending+shear 4 L/ 84 deflection Total weight (extended) = 189.3 (189.3) lbs. Max check ratio = 1.021 LOAD COMBINATIONS Roof purlin line,3 (Strut Line) No. Load Case Description ---------------------------------------------------------------------- ` 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ I Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L Check By ASD; No. Deflection Limit 5 0.6D + 0.6W - Check By ASD; No Deflection Limit 6 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ No Stress Check; L/180 Deflection Limit Page 11 of 16 90 of 118 APPLIED LOADS Roof purlin line 3 (Strut Line) No. Load Load Span Intensity From ---------------------------------------------------- Type Group Designation # lb/ft(kips) feet 1 UNIF D ALL 7.474 0.000 2 UNIF D+C ALL 12.440 0.000 3 UNIF L ALL 99.31.0 0.000 4 UNIF W- 1L -148.642 0.000 5 UNIF W- 1 -148.642 0.000 6 UNIF W- 1 -125.417 4.042 7 UNIF W- 2 -125.417 0.000 8 UNIF W- 3 -125.417 0.000 9 UNIF W- 3 -148.642 15.500 10 UNIF W- 3R -148.642 0.000 11 UNIF W+ ALL 80.000 0.000 Intensity To. lb/ft feet ---------------------- 7.474 0.000 12.940 0.000 99.310 0.000 -148.642 0.458 -148.642 4.042 -125.417 19.542 -125.417 20.000 -125.417 15.500 -148.642 19.000 -148.642 1.000 80.000 0.000 --------------------------------------------------------------------------- Roof purlin line 5 (In Eave Edge Strip) --------------------------------------------------------------------------- Design Spacing 3.039 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED - End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft Line is Contained Within 4.500 ft Edge Strip at Eave With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient -1.280 Wind Pressure Coefficient 0.689 DESIGN SUMMARY Roof purlin line 5 (In Eave Edge Strip) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case .Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1L 0.458 80Z16 0.000 0.000 0 R.End 5 0.023 bolt capacity 4 L/ 123 deflection 1 19.542 80Z16 0.000 1.500 0 L.End 4 0.574 bending 7'L/ 587 deflection 2 20.000 80Z16 1.500 1.500 0 No 4 0.630 bending 7 L/6489 deflection 3 19.000 80Z16 1.500 0.000 0 R.End 4 0.536 bending 7 L/ 648 deflection• 3R 1.000 80Z16 0.000 0.000 0 L.End 4 0.031 bending+shear 4 L/ 136 deflection Total weight (extended) = 189.3 (189.3) lbs. Max check ratio = 0.630 LOAD COMBINATIONS Roof purlin line 5 (In Eave Edge Strip) No. Load Case Description -------------------------------------------------------------------- 1 D+C + L Check By ASD;.No Deflection Limit Page 12 of 16 91 of 118 0 0 2 D + 0.6W - Mark Span Intensity From Check By ASD; No Deflection Limit 3 D+C + 0.6w+ Designation # lb/ft(kips) feet Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L ALL 4.543 0.000 Check By ASD; No Deflection Limit 5 0.6D + 0.6W - D+C ALL 7.561 0.000 Check By ASD; No Deflection Limit 6 0.6(D+C) + 0.6W+ L ALL 60.361 0.000 Check By ASD; No Deflection Limit 7 L W- ALL -90.345 0.000 No Stress Check; L/150 Deflection Limit 8 0.42W - W+ ALL 48.624 0.000 No Stress Check; L/180 Deflection Limit • 9 0.42w+ 0.408 web crippling No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 5 (In Eave Edge Strip) No. Load Load Mark Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL 4.543 0.000 4.543 0.000 2 UNIF D+C ALL 7.561 0.000 7.561 0.000 3 UNIF L ALL 60.361 0.000 60.361 0.000 4 UNIF W- ALL -90.345 0.000 -90.345 0.000 5 UNIF W+ ALL 48.624 0.000 48.624 0.000 --------------------------------------------------------------------------- Roof purlin line 6 (Save Strut) --------------------------------------------------------------------------- Design Spacing 1.519 ft Mounting Condition at Supports SIMPLE Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft Line is Contained Within 4.500 ft Edge Strip at Eave With a 4.500 ft Edge Strip at Lt End and a 4.500'ft Edge Strip at Rt End Wind Suction Coefficient -1.280 Wind Pressure Coefficient 0.689 DESIGN SUMMARY Roof purlin line 6 (Save Strut) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) . (ft) 1L 0.458 8055 0.000 0.000 0 No 20 0.349 web crippling 20 L/ 191 deflection 1 19.542 80S5 0.000 0.000 0 No 20' 0.408 web crippling 43 L/ 835 deflection 2 20.000 _ 8055 0.000 0.000 0 No 20 0.418 web crippling 43 L/ 778 deflection 3 19.000 8055 0.000 0.000 0 No 20 0.396 web crippling - 43 L/ 914 deflection 3R 1.000 8055 0.000 0.000 0 No 20 0.359 web crippling Page 13 of 16 92 of 118 Page 14 of 16 93 of 118 20 L/ 210 deflection Total weight (extended) = 226.9 (226.9) lbs. Max check ratio = 0.418 LOAD COMBINATIONS Roof purlin line 6 (Save Strut) No. ---------------------------------------------- Load Case Description 1 D+C + L ----------------------------- Check By ASD; No Deflection Limit 2 D + 0.6W- Check By ASD; No Deflection Limit 3 D + 0.6WPIP-> Check By ASD; No Deflection Limit 4 D + 0.6WPIP<- • Check By ASD; No Deflection Limit 5 D + 0.6WNIP-> Check By ASD; No Deflection Limit 6 D + 0.6WNIP<- Check By ASD; No Deflection Limit 7 D+C + 0.6W+ Check By ASD; No Deflection Limit 8 D+C + 0.6WPIP-> Check By ASD; No Deflection Limit 9 D+C + 0.6WPIP<- Check By ASD; No Deflection Limit 10 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 11 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 12 1.08D + 0.7E-> 13 Check By ASD; 1.08D + 0.7E<- No Deflection Limit • Check By ASD; No Deflection Limit 14 1.08(D+C) + 0.7E-> Check By ASD; No.Deflection Limit 15 1.08(D+C) + 0.7E<- Check By ASD; No Deflection Limit 16 83.3333% x 1.08D + 0.752E-> ASD Special Seismic; No Deflection Limit 17 83.3333% x 1.08D + 0.752E<- ASD Special Seismic; No Deflection Limit 18 83.3333% x 1.08(D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 19 83.3333% x 1.08(D+C) + 0.752E<- ASD Special Seismic; No Deflection Limit 20 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 21 D+C + 0.45WPIP-> + 3/4L Check By ASD; No Deflection Limit 22 D+C + 0.45WPIP<- + 3/4L Check By ASD; No Deflection Limit 23 D+C + 0.45WNIP-> + 3/41, Check By ASD; No Deflection Limit 24 D+C + 0.45WNIP<- + 3/4L Check By ASD;, No Deflection Limit 25 0.6D + 0.6W- Check By ASD; No Deflection Limit 26 0.6D + 0.6WPIP-> Page 14 of 16 93 of 118 Check By ASD; No Deflection Limit 27 0.6D + 0.6WPIP<- Check By ASD; No Deflection Limit 28 0.6D + 0.6WNIP-> Check By ASD; No Deflection Limit 29 0.6D + 0.6WNIP<- Check By ASD; No Deflection Limit 30 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 31 0.6(D+C) + 0.6WPIP-> Check By ASD; No Deflection Limit 32 0.6(D+C)-+ 0.6WPIP<- Check By ASD; No Deflection Limit 33 0.6(D+C) + 0.6WNIP-> Check By ASD; No Deflection Limit 34 0.6(D+C) + 0.6WNIP<- ' Check By ASD; No Deflection Limit 35 0.52D + 0.7E-> Check By ASD; No Deflection Limit 36 0.52D + 0.7E< - Check By ASD; No Deflection Limit 37 0.52(D+C) + 0.7E-> Check By ASD; No Deflection Limit 38 0.52(D+C) + 0.7E< - Check By ASD; No Deflection Limit 39 83.3333% x 0.52D + 0.752E-> ASD Special Seismic; No Deflection Limit 40 83.3333% x 0.52D + 0.7nE<- ASD Special Seismic; No Deflection Limit 41 83.3333% x 0.52(D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 42 83.3333% x 0.52(D+C) + 0.752E<- ASD Special Seismic; No Deflection Limit 43 L No Stress Check; L/150 Deflection Limit 44 0.42W - No Stress Check; L/180 Deflection Limit 45 0.42W+ No Stress Check; L/180 Deflection Limit 46 0.42WPIP-> No Stress Check; L/180 Deflection Limit 47 0.42WPIP<- No Stress Check; L/180 Deflection Limit 48 0.42WNIP-> No Stress Check; L/180 Deflection Limit 49 0.42WNIP<- No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 6 (Save Strut) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/f•t(kips) feet lb/ft feet 1 UNIF D ALL 2.271 0.000 2.271 0.000 2 UNIF D+C ALL 3.780 0.000 3.780 0.000 3 UNIF L ALL 30.180 0.000 30.180 0.000 4 UNIF W- ALL -45.172 0.000 -45.172 0.000, 5 bNIF W+ ALL 24.312 0.000 24.312 0.000 6 UNIF WPIP-> ALL -45.172 0.000 -45.172 0.000 Page 15 of 16 94 of 118 7 UNIF WPIP<- ALL -45.172 0.000 -45.172 0.000 8 UNIF WNIP-> ALL -32.468 0.000 -32.468 0.000 9 UNIF WNIP<- ALL -32.468 0.000 -32.468 0.000 10 AXLD WPIP-> 1 0.724 0.000 0.000 0.000 11 AXLD WPIP-> 2 0.063 0.000 0.000 0.000 12 AXLD WPIP-> 3 -0.598 0.000 0.000 0.000 13 AXLD WPIP- 1 -0.598 0.000 0.000 0.000 14 AXLD WPIP<- 2 0.063 0.000 0.000 0.000 15 AXLD WPIP<- 3 0.724 0.000 0.000 0.000 16 AXLD WNIP-> 1 1.588 0.000 0.000 . 0.000 17 AXLD •WNIP-> •2 0.927 0.000 0.000 0.000 18 AXLD WNIP-> 3 0.266 0.000 0.000 0.000 19 AXLD WNIP<- 1 0.266 0.000 0.000 0.000 20 AXLD WNIP<- 2 0.927 0.000 0.000 0.000 21 AXLD WNIP<- 3 1.588 0.000 0.000 0.000 22 AXLD E-> 2 0.000 0.000 0.000 0.000 • 23 AXLD E-> 3 0.000 0.000 0.000 0.000 24 AXLD OE-> 2 0.000 0.000 0.000 0.000 25 AXLD OE-> 3 0.000 0.000. 0.000 0.000 26 AXLD E<- 1 0.363 0.000 0.000 0.000 27 AXLD E<- 2 0.363 0.000 0.000 0.000 28 AXLD E<- 3 0.363 0.000 0.000 0.000 29 AXLD QE<- 1 0.559 0.000 0.000 0.000 30 AXLD nE<- 2 0.559 0.000 0.000 0.000 31 AXLD QE<- 3 0.559 0.000 0.000 0.000 Page 16 of 16 95 of 118 AMERICAN BUILDINGS COMPANY R e a r R o o f D e s i g n' Designer: MO Version Number: Ver. 47.4 Job Number: W17G0127A, Module: 1 Date/Time: 04/24/17 03:35 PM ---------------------------------------=--------------------7-------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 --------------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft. --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 'C I 0.000 ft Rear: .18.000 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2015 International Building Code ----------------------------------------------- --------------------------- Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV (Snow Importance Factor = 1.000) Roof Dead Load = 1.500 psf Collateral Load = 1.000 psf Roof Live Load = 20.000 psf Ground Snow Load = 0.000 psf Snow Exposure Category: Fully Exposed (Snow Exposure Factor = 0.900) Thermal Condition: Unheated and'open air structures (Thermal Factor = 1.200) Roof Snow Load = 0.000 psf Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings' Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 23.225 psf --------------------------------------------------------------------------- Anti -Roll Region #1 from eave to peak Width: 22.578 ft On Slope: 1:12 Lines(np): 5 W(gravity): 18.1435 psf At Frame Line: 2 Applied Force(PL): 825.472 lbs Qty Clips Needed: 1 Qty Clips Utilized: 1 Resistance: 2000 lbs Purlin locations on slope from peak to eave. Line Distance Design Interest Anti -Roll Lt.Edge Rt.Edge- Weight No. (feet) Spacing Line Region Clip Package Package (lbs) ---------------------------------------------------------------------- 1 1.50 4.00 Y 1 Y(Uphill) 189.3 2 6.50 5.00 Y 189.3 TYP 3 11.50 5.00 Y 189.3 4 16.50 4.02 189.3 5 19.54 3.04 Y 189.3 6 22.58 1.52 Y 226.9 eave strut LINE WEIGHT TOTAL 1173.5 EXTENDED WEIGHT TOTAL 1173.5 Page 1 of 15 96 of 118 - P A N E L Panel type: L3P26 Sx(top) = 0.037 in3; Sx(bottom) = 0.046 in3; Fy = 80 ksi --------------------------------------------------------------- Support purlin location (eave to ridge): 0.000 3.039 6.078 11.078 16.078 Applied loads and adjusted loads: 0.940 psf= 0.937 to 0.937 lb/ft 20.000 psf= 19.862 to 19.862 lb/ft -69.212 psf= -69.212 to -69.212 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -45.986 psf= -45.986-to -45.986 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -45.986 psf= -45.986 to -45.986 lb/ft 16.000 psf=' 16.000 to 16.000 lb/ft -27.406 psf= -27.406 to -27.406 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft 21.078 D L+ W(at eave corner)- W(at eave corner)+ W(at rake edge)- W(at rake edge)+ W(at eave edge)- W(at eave edge)+ W(typical)- W(typical)+ Load Combination: D + L+ Check By ASD; L/60 Deflection Limit Net uniform load of 20.799 20.799 20.799 20.799 20.799 lb/ft Continuous spans of 3.039 3.039 5.000 5.000 5.000 ft Reaction = 117.042 lb; Capacity = 281.143 lb; Check Ratio = 0.416 Load Combination: D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -40.590 -40.590 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -154.192 lb; Capacity = -239.467 lb; Check Ratio = 0.644 Load Combination: D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.5.37 10.537 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 40.026 lb; Capacity = 281.143 lb; Check Ratio = 0.142 Load Combination: D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -26.655 -26.655 -26.655 -26.655 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -80.586 lb + Bending = 69.743 ft -lb; Check Ratio = 0.644 Load Combination: D + 0.6W(at rake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 10.537 10.537 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 59.425 lb; Capacity = 281.143 lb; Check Ratio = 0.211 Load Combination: D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -26.655 -26.655 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -101.255 lb; Capacity = -239.467 lb; Check Ratio = 0.423 Page 2 of 15 97 of 118 0 Load Combination: D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 40.026 lb; Capacity = 281.143 lb; Check Ratio = 0.142 Load Combination: D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.507 -15.507 -15.507 -15.507 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -46.882 lb + Bending = 40.574 ft -lb; Check Ratio = 0.375 Load Combination: D + 0.6W(typical)+ • Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 10.537 10.537 ib/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 59.425 lb; Capacity = 281.143 lb; Check Ratio = 0.211. Load Combination: D + 0.45W(at eave corner)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 87.498 lb; Capacity = 281.143 lb; Check Ratio = 0.311 Load Combination: D + 0.45W(at rake edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 23.033 23.033 lb/ft- Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 129.903 lb; Capacity = 281.143 lb; Check Ratio = 0.462 Load Combination: D + 0.45W(at eave edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 87.498 lb; Capacity = 281.143 lb; Check Ratio = 0.311 Load Combination: D + 0.45W(typical)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 23.033 23.033 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 129.903 lb; Capacity = 281.143 lb; Check Ratio = 0.462 Load Combination: 0.6D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -40.965 -40.965 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -155.615 lb; Capacity = -239.467 lb; Check Ratio 0.650 Load Combination: 0.6D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 38.603 lb; Capacity = 281.143 lb; Check Ratio = 0.137 Load Combination: 0.6D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -27.030 -27.030 -27.030 -27.030 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -81.719 lb + Bending = 70.723 ft -lb; Check Ratio = 0.653 Page 3 of 15 98 of 118 Load Combination: 0.6D + 0.6W(at rake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 10.162 10.162 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 57.312 lb; Capacity = 281.143 lb; Check Ratio = 0.204 Load Combination: 0.6D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -27.030 -27.030 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -102.679 lb; Capacity = -239.467 lb; Check Ratio = 0.429 Load Combination: 0.6D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 38.603 lb; Capacity = 281.143 lb; Check Ratio = 0.137 Load Combination: 0.6D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.882 -15.882 -15.882 -15.882 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -48.015 lb + Bending = 41.554 ft -lb; Check Ratio = 0.384 Load Combination: 0.6D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 10.162 10.162 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 57.312 lb; Capacity = 281.143 lb; Check Ratio = 0.204 Load Combination: D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.505 -16.505 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -62.697 lb; Capacity = -239.467 lb; Check Ratio = 0.262 Load Combination: D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 4.969 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 18.875 lb; Capacity = 281.143 lb; Check Ratio = 0.067 Load Combination: D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.652 -10.652 -10.652 -10.652 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -32.204 lb + Bending = 27.870 ft -lb; Check Ratio = 0.258 Load Combination: D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 .•4.969 4.969 4.969 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 28.023 lb; Capacity =.281.143 lb; Check Ratio = 0.100 Load Combination: D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.652 -10.652 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -40.463 lb; Capacity = -239.467 lb; Check Ratio = 0.169 Page 4 of 15 99 of 118 Load Combination: D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 4.969 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 18.875 lb; Capacity = 281.143 lb; Check Ratio = 0.067 Load Combination: D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -5.970 -5.970 -5.970 -5.970 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -18.048 lb + Bending = 15.619 ft -lb; Check Ratio = 0.144 Load Combination: D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 4.969 4.969 4.969 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 28.023 lb; Capacity = 281.143 lb; Check Ratio = 0.100 Load Combination: D + 0.19W(at,eave corner)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 71.634 lb; Capacity.= 281.143 lb; Check Ratio = 0.255 Load Combination: D + 0.19W(at rake edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 18.857 18.857 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 106.351 lb; Capacity = 281.143 lb; Check Ratio = 0.378 Load Combination: D + 0.19W(at eave edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 71.634 lb; Capacity = 281.143 lb; Check Ratio = 0.255 Load Combination: D + 0.19W(typical)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 18.857 18.857 18.857 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 1.06.351 lb; Capacity = 281.143 lb; Check Ratio = 0.378 Load Combination: 0.6D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.879 -16.879 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -64.120 lb; Capacity = -239.467 lb; Check Ratio = 0.268 Load Combination: 0.6D + 1/4W(at eave corner)+ Check By. ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 17.452 lb; Capacity = 281.143 lb; Check Ratio = 0.062 Load Combination: 0.6D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -11.026 -11.026 -11.026 -11.026 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -33.336 lb + Bending = 28:851 ft -lb; Check Ratio = 0.267 Page 5 of 15 100 of 118 Load Combination: 0.6D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 4.594 4.594 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction= 25.910 lb; Capacity = 281.143 lb; Check Ratio = 0.092 Load Combination: 0.6D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -11.026 -11.026 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -41.887 lb; Capacity = -239.467 lb; Check Ratio = 0.175 Load Combination: 0.6D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 17.452 lb; Capacity = 281.143 lb; Check Ratio = 0.062 Load Combination: 0.6D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -6.344 -6.344 -6.344 -6.344 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -19.181 lb + Bending = 16.600 ft -lb; Check Ratio = 0.153 Load Combination: 0.6D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 4.594 4.594 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 25.910 lb; Capacity = 281.143 lb; Check Ratio = 0.092 Load Combination: L+ No Stress Design; L/60 Deflection Limit Net uniform load of 19.862 19.862 19.862 19..862 19.862 lb/ft Continuous spans of 3.039 3.039 5.000 5.000 5.000 ft Deflection = 0.072 inches; Limit = 1.000 inches; Check Ratio = 0.072 ---------------------------------------------------7----------------------- Roof purlin line 1 (Strut Line) --------------------------------------------------------------------------- Design Spacing 4.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.080 Wind Suction Coefficient in Edge Strip at End -1.280 Wind Pressure Coefficient 0.689 DESIGN SUMMARY Roof purlin line 1 (Strut Line) Span Length Mark' Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- Page 6 of 15 101 of 118 1L 0.458 80216 0.000 0.000 0 R.End 10 0.505 bearing at bolt 16 L/ 94 deflection 1 19.542 8OZ16 0.000 1.500 0 L.End 16 0.749 compression+bending • 35 L/ 446 deflection 2 20.000 8OZ16 1.500 1.500 0 No 16 0.822 compression+bending 35 L/4930 deflection - 3 19.000 8OZ16 1.500 0.000 0 R.End 16 0.700 compression+bending 35 L/ 492 deflection 3R 1.000 80Z16 0.000 0.000 0 L.End 11 0.505 bearing at bolt 16 L/ 104 deflection Total weight (extended) = 189.3 (189.3) lbs. Max check ratio = 0.822 LOAD COMBINATIONS Roof purlin line 1 (Strut Line) No. Load Case Description 1 D+C + L ' Check By ASD; No Deflection Limit F 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D_ + 0.6WPIP-> Check By ASD;'No Deflection Limit. 4 D + 0.6WPIP<- Check By ASD; No Deflection Limit 5 D + 0.6WNIP-> Check By ASD; No Deflection Limit 6 D,+ 0. 6WNIP<- y Check By ASD; No Deflection Limit „ 7 D+C + 0.6W+ Check By ASD; No Deflection Limit 8 D+C + 0.6WPIP-> Check By ASD; No Deflection Limit 9 D+C + 0.6WPIP<- Check By ASD; .No Deflection Limit 10 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 11 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 12 1.08D + 0.7E-> Check By ASD; No Deflection Limit 13 1.08D + 0.7E< - Check By ASD; No Deflection Limit 14 1.08(D+C) + 0.7E-> Check By ASD; No Deflection Limit 15 1.08(D+C) + 0.7E< - Check By ASD;'No Deflection Limit 16. D+C + 0.45W+ + 3/41, Check By ASD; No Deflection Limit 17 D+C + 0.45WPIP-> + 3/4L Check By ASD; No.Deflection Limit 18 D+C + 0.45WPIP<- + 3/41, Check By ASD; No Deflection Limit 19 D+C + 0.45WNIP-> + 3/4L Check By ASD; No Deflection Limit 20 D+C + 0.45WNIP<- + 3/4L Check By ASD; No Deflection Limit 21 0.6D + 0.6W - Check By ASD; No Deflection Limit Page 7 of 15 102 of 118 22 0.6D + 0.6WPIP-> Check By ASD; No Deflection Limit 23 0.6D + 0.6WPIP<- Check By ASD; No Deflection Limit 24 0.6D + 0.6WNIP-> Check By ASD; No Deflection Limit 25 0.6D + 0.6WNIP<- Check By ASD; No Deflection Limit 26 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 27 0.6(D+C) + 0.6WPIP-> Check By ASD; No Deflection Limit 28 0.6(D+C) + 0.6WPIP<- Check By ASD; No Deflection Limit 29 0.6(D+C) + 0.6WNIP-> Check By ASD; No Deflection Limit 30 0.6(D+C) + 0.6WNIP<- Check By ASD; No Deflection Limit 31 0.52D +' 0.7E-> Check By ASD; No Deflection Limit 32 0.52D +'0.7E< - Check By ASD; No Deflection. Limit 33 0.52(D+C) + 0.7E-> Check By ASD; No Deflection Limit 34 0.52(D+C) + 0.7E< - Check By ASD; No Deflection Limit 35 L No Stress Check; L/150 Deflection Limit 36 0.42W - No Stress Check; L/180•Deflection Limit 37 .0.42W+ No Stress Check; L/180 Deflection Limit 38 0.42WPIP-> No Stress Check; L/180 Deflection Limit 39 0.42WPIP<- No Stress Check; L/180 Deflection Limit 40 0.42WNIP-> No Stress Check; L/180 Deflection Limit 41 0.42WNIP<- No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 1 (Strut Line) No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet ---------- ---------------------------------------------------------------- 1 UNIF D ALL 5.979 0.000 5.979 0.000 2 UNIF D+C ALL 9.952 0.000 9.952 0.000 3 UNIF L ALL 79.448 0.000 79.448 0.000 4 UNIF W- 1L -118.914 0.000 -118.914 0.458 5 UNIF W- 1 -118.914 •0.000 -118.914 4.042 6 UNIF W- 1 '-100.334 4.042 -100.334 1.9.542 7 UNIF W- 2 -100.334' 0.000 -100.334 20.000 8 UNIF W- 3 -100.334 0.000 -100.334 15.500 9 UNIF W- 3 -118.914 15.500 -118.914 19.000 10 UNIF W- 3R -118.914 0.000 -118.914 1.000 11 UNIF W+ ALL 64.000 0.000 64.000 0.000 12 UNIF WPIP-> 1L -118.914 0.000 -118.914 0.458 13 UNIF WPIP-> 1 -118.914 0.000 -118.914 4.042 Page 8 of 15 103 of 118 i E 14 UNIF WPIP-> 1 -100.334 4.042 -100.334 19.542 15 UNIF WPIP-> 2 -100.334 0.000 -100.334 20.000 16 UNIF WPIP-> 3 -100.334 0.000 -100.334 19.000 17 UNIF WPIP-> 3R -100.334 0.000 -100.334 1.000 18 UNIF WPIP- 1L -100.334 0.000 -100.334 0.458 19 UNIF WPIP<- 1 -100.334 0.000 -100.334 19.542 20 UNIF WPIP<- 2 -100.334 0.000 -100.334 20.000 21 UNIF WPIP<- 3 -100.334 0.000 -100.334 15.500 22 UNIF WPIP- 3 -118.914 15.500 -118.914 19.000 23 UNIF WPIP<- 3R -118.914 0.000 -118.914 1.000 24 UNIF WNIP-> 1L -85.469 0.000 -85.469 0.458 25 UNIF WNIP-> 1 -85.469 0.000 -85.469 4.042 26 UNIF WNIP-> 1 -66.889 4.042 -66.889 '19.542 27 UNIF WNIP-> 2 -66.889 0.000 -66.889 20.000 28 UNIF WNIP-> 3 -66.889 0.000 -66.889 19.000 • 29 UNIF WNIP-> 3R -66.889 0.000 -66.889 1.000 30 UNIF WNIP<- 1L -66.889 0.000 -66.889 0.458 31 UNIF WNIP<- 1 -66.889 0.000 -66.889 19.542 32 UNIF WNIP<- 2 -66.889 0.000 -66.889 20.000 33 UNIF WNIP<- 3 -66.889 0.000 -66.889 15.500 34 UNIF WNIP<- 3 -85.469 15.500 -85.469 19.000 35 UNIF WNIP<- 3R -85.469 0.000 -85.469 1.000 36 AXLD WPIP-> 1 1.130 0.000 0.000 0.000 37 AXLD WPIP-> 2 0.400 0.000 0.000 0.000 38 AXLD WPIP-> 3 -0.330 0.000 0.000 0.000 39 AXLD WPIP<- 1 -0.330 0.000 0.000 0.000 40 AXLD WPIP<- 2 0.400 0.000 0.000 0.000 41 AXLD WPIP<- 3 1.130 0.000 0.000 0.000 42 AXLD WNIP-> 1 2.084 0.000 0.000 0.000. 43 AXLD WNIP-> 2 1.354 0.000 0.000 0.000 44 AXLD WNIP-> 3 0.625 0.000 0.000 0.000 45 AXLD WNIP<- 1 0.625 0.000 0.000 0.000 46 AXLD WNIP<- 2 1.354 0.000 0.000 0.000 • 47 AXLD WNIP- 3 2.084 .0.000 0.000 0.000 48 AXLD E-> 1 0.140 0.000 0.000 0.000 49 AXLD E-> 2 0.140 0.000 0.000 0.000 50 AXLD E-> 3 0.140 0.000 0.000 0.000 51 AXLD E<- 1 0.419 0.000 0.000 0.000 52 AXLD E<- 2 0.419 0.000 0.000 0.000 53 AXLD E<- 3 0.419 '0.000 0.000 0.000 54 AXLD D+C 1 0.001 0.000 0.000 0.000 55 AXLD D+C 2 0.001 0.000 0.000 0.000 56 AXLD D+C 3 0.001 0.000 0.000 0.000 ------- ----------- ---------------------------------------------------_------ Roof purlin line 2 (Midfield) --------------------------------------------------------------------------- Design Spacing Mounting Condition at Supports Lateral Restraint by Panel Attachment End Inset Dimension at Lt End of Line End Inset Dimension at Rt End of Line With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Wind Suction Coefficient at Interior Region Wind Suction Coefficient in Edge Strip at End Wind Pressure Coefficient DESIGN SUMMARY 5.000 ft BYPASS THROUGH -FASTENED 0.458 ft 1.000 ft Edge Strip at Rt End -1.080 -1.280 0.689 Page 9 of 15 104 of 118 Roof purlin line 2 (Midfield) Span Intensity From Intensity To Span Length Mark Left Right Brace End Load lb/ft(kips) Check Controlling feet ID UNIF No. Lap Lap Pts Clips Case 7.474 Ratio Check 0.000 --------------------------------------------------------------------------- (ft) (ft) (ft) 12.440 0.000 12.440 0.000 1L 0.458 80Z16 0.000 0.000 0 R.End 5 0.035 bolt capacity 0.000 4 UNIF W- 1L 4 L/ 76 deflection 0.458 1 19.542 80Z16 0.000 1.500 0 L.End 4 0.930 bending 4.042 6 UNIF W- 1 7 L/ 357 deflection 19.542 2 20.000 80Z16 1.500 1.500 0 No 4 1.021 bending 20.000 8 UNIF W- 3 7 L/3944 deflection 15.500 3 19.000 80Z16 1.500 0.000 0 R.End 4 0.869 bending 19.000 10 UNIF W- 3R 7 L/ 394 deflection 1.000 3R 1.000 8OZ16 0.000 0.000 0 L.End 4 0.050 bending+shear 0.000 4 L/ 84 deflection Total weight (extended) = 189.3 (189.3) lbs. Max check ratio = 1.021 LOAD COMBINATIONS Roof purlin line 2 (Midfield) No. --------------------------------------------------------------------------- Load Case Description 1 D+C + L Check By ASD; No Deflection Limit 2 D +'0.6W - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 5 0.6D + 0.6W- Check By ASD; No Deflection Limit • 6 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 2 (Midfield) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL 7.474 0.000 7.474 0.000 2 UNIF D+C ALL 12.440 0.000 12.440 0.000 3 UNIF L ALL 99.310 0.000 99.310 0.000 4 UNIF W- 1L -148.642 0.000 -148.642 0.458 5 UNIF W- 1 -148.642 0.000 -148.642 4.042 6 UNIF W- 1 -125.417 4.042 -125.417 19.542 7 UNIF W- 2 -125.417 0.000 -125.417 20.000 8 UNIF W- 3 -125.417 0.000 -125.417 15.500 9 UNIF W- 3 -148.642 •15.500 -148.642 19.000 10 UNIF W- 3R -148.642 0.000 -148.642 1.000 11 UNIF W+ ALL 80.000 0.000 80.000 0.000 Page 10 of 15 105 of 118 --------------------------------------------------------------------------- Roof purlin line 3 (Strut Line) --------------------------------------------------------------------------- Design Spacing 5.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind'Suction Coefficient at Interior Region -1.080. Wind .Suction Coefficient in Edge Strip at End -1.280 • Wind Pressure Coefficient 0.689 DESIGN SUMMARY Roof purlin line 3 (Strut Line) Span Length Mark Left Right Brace End Load 'Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 1L 0.458 8OZ16 0.000 0.000 0 R.End 5 0.035 bolt capacity 4 L/ 76 deflection 1 19.542 80216• 0.000 1.500 0 L.End 4 0.930 bending 7 L/ 357 deflection 2 20.000 8OZ16 1.500 1.500 0 No 4 •1.021 bending 7 L/3944 deflection 3 19.000 8OZ16 1.500 0.000 0 R.End 4 0.869 bending 7 L/ 394 deflection 3R 1.000 8OZ16 0.000 0.000 0 L.End 4 0.050 bending+shear 4 L/ 84 deflection Total weight (extended) = 189.3 (189.3) lbs. Max check ratio = 1.021 LOAD COMBINATIONS Roof purlin line 3'(Strut Line) No. Load Case Description --------------------------------------------1 - - - - - - - - - - - - - - - - - --------------------------------------------- - - - - 1 - - - - - - - - - D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 5 0.6D + 0.6W - Check By ASD; No Deflection Limit 6 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 7 L „ No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ No Stress Check;•L/180 Deflection Limit { Page 11 of 15 106 of 118 APPLIED LOADS Roof purlin line 3 (Strut Line) No. Load Load Span Intensity From Intensity To Mounting Condition Type Group Designation # lb/ft(kips) feet lb/ft feet --------------------------------------------------------------------------- 1 UNIF D ALL 7.474 0.000 7.474 0.000 2 UNIF D+C ALL 12.440 0.000 12.440 0.000 3 UNIF L ALL 99.310 0.000 99.310 0.000 4 UNIF W- 1L -148.642 0.000 -148..642 0.458 5 UNIF W- 1 -148.642 0.000 -148.642 4.042 6 UNIF W- 1 -125.417 4.042 -125.417 19.542 7 UNIF W- 2 -125.417 0.000 -125.417 20.000 8 UNIF W- 3 -125.417 0.000 -125.417 15.500 9 UNIF W- 3 - -148.642 15.500 -148.642 19.000 10 UNIF W- 3R -148.642 0.000 -148.642 1.000 11 UNIF W+ ALL 80.000 0.000 80.000 0.000 --------------------------------------------------------------------------- Roof purlin line 5 (In Eave Edge Strip) --------------------------------------------------------------------------- LOAD COMBINATIONS Roof purlin line 5 (In Eave Edge Strip) No. Load Case Description ------------------------------------------------------------------- 1 D+C + L Check By ASD; No Deflection Limit Page 12 of 15 107 of 118 • • Design Spacing 3.039 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1_.000 ft Line is Contained Within 4.500 ft Edge Strip at Eave With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient -1.280 Wind Pressure Coefficient 0.689 DESIGN SUMMARY Roof purlin line 5 (In Eave Edge Strip) .r Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check , ------------------------------------------7-------------------------------- (ft) (ft) (ft) 1L 0.458 80Z16 0.000 0.000 0 R.End 5 0.023 bolt capacity 4 L/ 123 deflection 1 19.542 80Z16 0.000 1.500 0 L.End 4 0.574 bending 7 L/ 587 deflection 2 20.000 8OZ16 1.500 1.500 0 No 4 0.630 bending 7 L/6489 deflection 3 19.000 8OZ16 1.500 0.000 0 R.End, 4 0.536 bending 7 L/ 648 deflection 3R 1.000 80Z16 0.000 0.000 0 L.End 4 0.031 bending+shear 4 L/ 136 deflection Total weight (extended) = 189.3 (189.3) lbs. Max check ratio = 0.630 LOAD COMBINATIONS Roof purlin line 5 (In Eave Edge Strip) No. Load Case Description ------------------------------------------------------------------- 1 D+C + L Check By ASD; No Deflection Limit Page 12 of 15 107 of 118 • • Page 13 of 15 108 of 118 2 D + 0.6w - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/41, Check By ASD; No Deflection Limit - 5 0.6D + 0.6W - Check By ASD; No Deflection Limit 6 0. 6 (D+C ) + 0 .-6w+ Check By ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ • No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 5 (In Eave Edge Strip) No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL 4.543 0.000 4.543 0.000 2 UNIF D+C ALL 7.561 0.000 7.561 0.000 3 UNIF L ALL 60.361 0.000 60.361 0.000 4 UNIF W- ALL .-90.345 0.000 -90.345 0.000 5 UNIF W+ ALL 48.624 0.000 48.624 0.000 --------------------------------------------------------------------------- Roof purlin line 6 (Save Strut) --------------------------------------------------------------------------- Design Spacing 1.519 ft Mounting Condition at Supports SIMPLE Lateral Restraint by Panel Attachment THROUGH: -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft Wind Suction Coefficient 0.000 Wind Pressure Coefficient 0.000 DESIGN SUMMARY Roof purlin line 6 (Save Strut) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 1L 0.458 80S5 0.000 0.000 0 No 3 0.376 bearing at bolt 0 L/- 999 deflection 1 19.542 80S5 0.000 0.000 0 R.End 3 0.376 bearing at bolt 20 L/9999 deflection 2 20.000 80S5 0.000 0.000 0 B.End 4 0.368 compression+bending 20 L/9999 deflection 3 19.000 80S5 0.000 0.000 0 L.End 12 0.375 bearing at bolt 20 L/9999 deflection 3R 1.000 80S5 0.000 0.000 0 No 12 0.375 bearing at bolt 0 L/ 999 deflection Page 13 of 15 108 of 118 Total weight (extended) = 226.9 (226.9) lbs. Max check ratio = 0.376 LOAD COMBINATIONS Roof purlin line 6 (Save Strut) No. Load Case Description 1 D+C + 0.6WPIP-> Load Span Intensity ---------------------------------------------- Check By ASD; No Deflection Limit # 2 D+C + 0.6WPIP<- AXLD WPIP-> 1 2.845 Check By ASD; No Deflection Limit WPIP-> 3 D+C + 0.6WNIP-> 3 AXLD WPIP-> 3 -1.259 Check By ASD; No Deflection Limit WPIP<- 4 D+C + 0.6WNIP<- 5 AXLD WPIP<- 2 4.965 Check By ASD; No Deflection Limit WPIP<- 5 1.08(D+C) + 0.7E-> Check By ASD; No Deflection Limit 6 1.08(D+C) + 0.7E< - Check By ASD; No Deflection Limit 7 83.3333% x 1.08(D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 8 83.3333% x 1.08(D+C) + 0.752E< - ASD Special Seismic; No Deflection Limit 9 0.6(D+C) + 0.6WPIP-> Check By ASD; No.Deflection Limit 10 0.6(D+C) + 0.6WPIP<- Check By ASD; No Deflection Limit 11 0.6(D+C) + 0.6WNIP-> Check By ASD; No Deflection Limit 12 0.6(D+C) + 0.6WNIP<- Check By ASD; No Deflection Limit 13 0.52(D+C) + 0.7E-> Check By ASD; No Deflection Limit 14 0.52(D+C) + 0.7E< - Check By ASD; No Deflection Limit 15 83.3333% x 0.52(D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 16 83.3333% x 0.52(D+C) + 0.752E< - ASD Special Seismic; No Deflection Limit 17 18 19 20 0.42WPIP-> 0.42WPIP<- 0.42WNIP-> 0.42WNIP<- No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 6 (Save Strut) No. Load Load Span Intensity ---------------------------------------------- Type Group Designation # lb/ft(kips) 1 AXLD WPIP-> 1 2.845 2 AXLD WPIP-> 2 4.965 3 AXLD WPIP-> 3 -1.259 4 AXLD WPIP<- 1 -1.259 5 AXLD WPIP<- 2 4.965 6 AXLD WPIP<- 3 2.845 From Intensity To feet lb/ft feet ---------------------------- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Page 14 of 15 109 of 118 C 0 7 AXLD WNIP-> 1 3.709 0.000 0.000 0.000 8 AXLD WNIP-> 2 5.830 0.000 0.000 0.000 9 AXLD WNIP-> 3 -0.395 0.000 0.000 0.000 10 AXLD WNIP<- 1 -0.395 0.000 0.000 0.000 11 AXLD WNIP<- 2 5.830 0.000 0.000 0.000 12 AXLD WNIP<- 3 3.709 0.000 0.000 0.000 13 AXLD E-> 1 1.090 0.000 0.000 0.000 14 AXLD E-> 2 2.542 0.000 0.000 0.000 15 AXLD E-> 3 -0.363 0.000 0.000 0.000 16 AXLD nE-> 1 1.676 0.000 0.000 0.000 17 AXLD nE-> 2 3.911 0.000 0.000 0.000 18 AXLD nE-> 3 -0.559 0.000 0.000 0.000 19 AXLD E<- 2 2.906 0.000 0.000 0.000 20 AXLD E<- 3 1.453 0.000 0.000 0.000 21 AXLD nE<- 2 4.470 0.000 0.000 0.000 • 22 AXLD nE<- 3 2.235 0.000 0.000 0.000 23 AXLD D+C 1 0.005 0.000 0.000 0.000 24 AXLD D+C 2 0.013 0.000 0.000 0.000 25 AXLD D+C 3 -0.002 . 0.000 0.000 0.000 • Page 15 of 15 110 of 118 AMERICAN BUILDINGS COMPANY Front Side Wall Girt Design (line #2) Designer: MO Version Number: Ver. 47.4 Job Number: W17G0127A, Module: 1 Date/Time: 04/24/17 04:03 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 45.000 ft 60.000 ft 22.500. ft 1.000:12 1.000:12 3 --------------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 18.000 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2015 International Building Code Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 23.225 psf --------=------------------------------------------------------------------ Design Spacing 5.250 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 1.000 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.991 Wind Suction Coefficient in Edge Strip at End -1.082 Wind Pressure Coefficient 0.901 DESIGN SUMMARY Front Side Wall Girt Design (line #2) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 1L 0.458 r" 80Z15 0.000 0.000 0 No 2 0.560 web crippling 1 L/ 80 deflection 1 19.542 80Z15 0.000 0.250 0 No 1 0.996 bending 3 L/ 370 deflection 2A 4.000 80Z16 0.250 0.000 0 No 2 0.125 web crippling 3 L/39215 deflection 2B 4.000 80Z16 0.000 0.250 0 No 2 0.125 web crippling 3 L/39213 deflection 3A 4.000 80Z16 0.250 0.000 0 No 2 0.136 web crippling 3 L/39213 deflection 3B 3.000 80Z16 0.000 0.000 0 No 2 0.181 web crippling 3 L/115702 deflection 3R 1.000 80Z16 0.000 0.000 0 No 2 0.181 web crippling 0 L/ 999 deflection Total weight (extended) = 109.9 (109.9) lbs. Max check ratio = 0.996 Page 1 of 2 111 of 118 0 LOAD COMBINATIONS Front Side Wall Girt Design (line #2) No. Load Case Description --------------------------------------------------------------------------- 1 0.6W - Check By ASD; No Deflection Limit 2 0.6w+ Check By ASD; No Deflection Limit 3 0.42W - No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Front Side Wall Girt Design (line 42) No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet --------------------------------------------------------------------------- 1 UNIF W- 1L -131.987 0.000 -131.987 0.458 2 UNIF W- 1 -131.987 0.000 -131.987 4.042 3 UNIF W- 1 -120.863 4.042 -120.863 19.542 4 UNIF W- 2A -120.863 0.000 -120.863 . 4.000 5 UNIF w- 2B -120.863 0.000 -120.863 4.000 6 UNIF W- 3A -120.863 0.000 -120.863 4.000 7 UNIF W- 3B -131.987 0.000 -131.987 3.000 8 UNIF W- 3R -131.987 0.000 -131.987 1.000 9 UNIF W+ ALL 109.889 0.000 109.889 0.000 • Page 2 of 2 112 of 118 AMERICAN BUILDINGS COMPANY Rear Side Wall Girt Design (line #2) Designer: MO Version Number: Ver. 47.4 Job Number: W17G0127A, Module: 1 Date/Time: 04%24/17 04:09 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 --------------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000'ft 0.000ft --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 18.000 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2015 International Building Code --------------------------------------------------------------------------- Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with.scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 23.225 psf ---------------------------------------------------------------=----------- Design Spacing 5.250 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 0.458 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.991 Wind Suction Coefficient in Edge Strip at End -1.082 Wind Pressure Coefficient 0.901 DESIGN SUMMARY Rear Side Wall Girt Design (line 42) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 3L 1.000 80216 0.000 0.000 0 No 2 0.181 web crippling 0 L/ 999 deflection 3A 3.000 80Z16 0.000 0.000 0 No 2 0.181 web crippling 3 L/115702 deflection 3B 4.000 8OZ16 0.000 0.250 0 No 2 0.136 web crippling 3 L/39213 deflection 2 20.000 8OZ16 0.250 1.000 0 No 2 0.753 bending 3 L/ 797 deflection 1 19.542 80Z16 1.000 0.000 0 No 2 0.756 bending 3 L/ 897 deflection 1R 0.458 80Z16 0.000 0.000 0 No 2 0.515 web crippling 1 L/ 158 deflection Total weight (extended) = 143.4 (143.4) lbs. Max check ratio = 0.756 LOAD COMBINATIONS Page 1 of 2 113 of 118 Page 2 of 2 114 of 118 Rear Side Wall Girt Design (line #2) No. Load Case Description -------------------------------------------------------------=------------- 1 0.6W - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.42W - No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS • Rear Side Wall Girt Design (line #2) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(.kips) feet lb/ft feet 1 UNIF W- 3L -131.987 0.000 -131.987 1.000 2 UNIF W- 3A -131.987 0.000 -131.987 3.000 3 UNIF W- 3B -120.863 0.000 -120.863 4.000 4 UNIF W- 2: -120.863 0.000 -120.863 20.000 ' S UNIF W- 1 -120.863 0.000 -120.863 15.500 6 UNIF W- 1 -131.987 15.500 -131.987 19.542 7 UNIF W- 1R -131.987 0.000 -131.987 0.458 8 UNIF W+ ALL 109.889 0.000 109.889 0.000 Page 2 of 2 114 of 118 AMERICAN BUILDINGS COMPANY Left End Wall Girt Design Designer: MO Version Number: Ver. 47.4 Job Number: W17G0127A, Module: 1 Date/Time: 04/24/17 04:20 PM ------------------------------------------=-------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 --------------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft ---------------------------------- 7---------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 18.000 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2015 International Building Code • --------------------------------------------------------------------------- Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III,- and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 23.225 psf --------------------------------------------------------------------------- Design Spacing 6.750 ft Mounting Condition at Supports INSET Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.000 ft End Inset Dimension at Rt End of Line 0.000 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.975 • Wind Suction Coefficient in Edge Strip at End -1.050 Wind Pressure Coefficient 0.885 DESIGN SUMMARY Left End Wall Girt Design Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1 22.500 80Z13 0.000 0.000 2 No 1 0.999 bending 3 L/ 252 deflection 2 22.500 80213 0.000 0.000 2 No 1 0.999 bending 3 L/ 252 deflection Total weight (extended) = 190.1 (217.7) lbs. Max check ratio = 0.999 LOAD COMBINATIONS Left End Wall Girt Design No. Load Case Description --------------------------------------------------------------------------- 1 0.6W- Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.42W - Page 1 of 2 115 of 118 3 Page 2 of 2 116 of 118 No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Left End Wall Girt Design No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF W- 1 -164.599 0.000 -164.599 4.500 2 UNIF W- 1 -152.847 4.500 -152.847 22.500 3 UNIF W- 2 -152.847 0.000 -152.847 18.000 4 UNIF W- 2 -164.599 18.000 -164.599 22.500 5 UNIF W+ ALL 138.737 0.000 138.737 0.000 3 Page 2 of 2 116 of 118 SECTION 5 PANELS 117 of 118 w • 0 0 ABC Design Calculations Pamphlet PANEL PROFILE PARTIAL CROSS SECTION Designated Gage of: Steel Steel Yield . KSI Base Metal Thick. (In.) Engineering Total Thick. ' (In.) Properties Panel Weight (lbs. ft. _ of _ Ix In ° / it. Top In Compression Sx In.3 / ft. Ma. K -IN.: - Ix :(In.° / ft. Bottom In Compression _. Sx (in.'/ ft: Me K -IN. Fb,' KSI. 29 Ga. 1 80 10.01371 0.0153 1 0.74 0.030 0.025 0.91 0.026 0.035 1.27 36 26 Ga: 80 0.0177 0.0193 0.94 0.043 0.037 1.34 0.035 0.046 1.66 36 24 Ga: 80 0.0225 0.0241 1.17 0.060 0.054 1.95 0.047 0.059 2.14 36 22 Ga.:. 1 50 10.03001 0.0316 1 1.53 0.083 0.085 2.56 0.070 0.081 2.44 30 Gage of Panel No.. _ of.' Spans .' Load .. ' Maximum Total Uniform Load in PSF . Type San Len ths, Ft. . 3.00. - 3.50 - 4.00 : 4.50 ..5.00 6.00 7.00 7.50 POS 67 B 49 B 38 8 30 B 24 B 17 B 12 B 11 B NEG -94 B -69 B -53 B -42 B -34 B -23 B -17 B -15 e 29 Ga. 2 POS 46 c 40 0 35 c 31 C 28 C 22 B+S 17 B+s 15 B+S NEG -49 P -42 P -36 B+S -29 BIS -23 B+s -16 B+s -12 B+s -11 B+S 3. POS 53 c 45 0 39 0 35 c 32 0 26 B 19 B 17 B NEG -56 P -48 P -42 P -35 B+s -29 B+s -20 B+s -15 B+S -13 B+s 4 POS 51 c 43 0 38 c 34 C 30 C 25 c 19 B+s 17 B+s NEG -54 P 1 -46 P -40 P -33 B+S -27 B+S -19 BIS -14 B+S 12 B+S POS 99 B 73 B 56 B 44 B 36 B 25 B 18 B 16 B NEG -123 B -91 B -69 B -55 B 44 B -31 B -23 B -20 B 26 Ga.NEG 2 POS 75 0 64 c 56 0 50 0 43 B+s 30 B+s 22 B+S 19 B+S -64 P -55 P -48 P 42 P -35 B+S -24 B+S -18 B+s -16 B+S 3 POS 85 c 73 c 64 c 57 0 51 c 37 B+s 28 B+s 24 B+S NEG -72 P -62 P -54 P -48 P -43 P -30 S+S -22 B+s -20 B+s - :4' POS 82 C 70 c 61 C 55 c 49 c 35 S+S 26 B+S 23 B+S NEG -70 P -60 P -52 P -46 P -41 B+s -28 B+S -21 B+s -18 B+S 1 POS 145 B 106 B 81 B 64 B 52 B 36 B 27 B 23 B NEG -158 B -116 B -89 B -70 B -57 B -40 B -29 B -25 B 24 Ga::` „ 2 POS 117 0 100 0 87 B+S 69 B+s 56 B+S 39 B+s 29 B+s 25 B+s NEG -81 P -69 P -61 P -54 P 49 P -36 S+S -26 B+S -23 B+S 3 POS 133 C 114 c 100 C 86 B+S 70 B+S 49 B+S 36 S+S 31 B+S NEG -92 P -79 P -69 P -61 P -55 P 45 B+s -33 B+S -29 B+s POS 128 c 110 c 96 C 80 B+s 65 B+S 46 s+s 34 B+S 29 B+S NEG -89 P 1 -76 P -66 P -59 P -53 P -42 B+S -31 B+S -27 B+S 1I POS 189 B 139 B 107 B 84 B 68 B 47 B 35 B 30 B - - NEG -180 B -133 B -102 B -80 B -65 B -45 B -33 B -29 B 2 POS 166 c 130 B+s 100 B+S 79 B+S 64 B+s 45 B+s 33 B+S 29 B+s 22 Ga. NEG -114 P -98 P -86 P -76 P -67 B+s -47 B+s 1 -35 B+S 30 B+S 3 POS 188 C 161 c 124 B+S 99 B+s 80 B+S 56 B+s 41 B+S 36 B+s NEG -130 P -111 P -98 P -87 P -78 P -59 B+S -43 B+s -38 B+s 4 POS 181 c 151 B+S 116 B+s 92 B+s 75 B+s 52 B+s 38 B+s 34 B+s NEG -125 P -107 P -94 P 83 P -75 P 55 B+S 40 B+s -35 B+s 1. The panels are checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and panel pullover (P). The controlling check is noted in the table. Deflection is limited to span/60, with the wind load permitted to be taken as 0.7 times the "component & cladding" loads as noted in footnote f of IBC Table 1604.3. 2. Section Properties are calculated in accordance with the 2007 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness is used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports, and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 31. 2011 Section 5 Page 1 118 of 118