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Home My WebLink AboutB17-1202 009-330-009 (2)Department of Development Services Building Division 7 County Center Drive • Oroville, CA 95965 OE�ELOrwEul ScRviCES MAIN (530) 538-7601 FAX (530) 538-7785 SPECIAL INSPECTION NOTE For Building Permit # BP 00-11-,217- , Assessor's Parcel # 00't-110 - too°l Special Inspections — 2013 California Building Code section 1701: In addition to the inspections required by Section 108, the owner or engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1701.5. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also .be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry High Strength Bolting ❑ Welding ❑ Bolts Installed in Concrete ❑ Other: Name of Special Inspection Company: ILA -14 DANIEL J. DOBBIE Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 j tOFESS/0 �N06-- C'42028 1 EXP. 03/31/18 A \OFCAL1fO� Page 1 Job No. 17018 Date: June 2017 Haury Metal Building Foundation PROJECT SCOPE: PROVIDE STRUCTURAL FOUNDATION ENGINEERING FOR A NEW 40'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 (fc) 3000 PSI CBC TABLE 1808.8.1 FOR SEISMIC DESIGN CATEGORY D CONCRETE DESIGN STRENGTH (fc) 3000 PSI PER CBC SECTION 1705.3 EXCEPTION 1. FOR ISOLATED FOOTINGS < 3 STORIES & EXCEPTION 3. FOR NONSTRUCTURAL CONCRETE SLABS ON GRADE NO SPECIAL INSPECTION OF CONCRETE IS REQUIRED REINFORCING STEEL STRENGTH (Fy) 60 KSI ANCHOR BOLTS F1554 GRD 36 ALLOWABLE SOIL BEARING PRESSURE 1500 PSF 009-330-00.9 STi RACA!, (24011) 6/15/20.17 ITI BUTTE COUNTY BUILDING DIVISION APPROVED PERMIT ti IV? -1201- BUTTE COUNTY DEVELOPMENTSERVICES REVIEWED FOR CODE. COMPLIANCE DATE x'2-17 BY DANIEL J. DOBBIE Professional Engineer ,Q Q P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 Page 2 Job No. 17018 Date: June 2017' Haury Metal Building Foundation 6" SLAB RESITING UPLIFT FIND: TRIBUTARY WIDTH OF 6" SLAB CAPABLE RESISTING UPLIFT TRIBUTARY WIDTH IS BASED ON MOMENT CAPACITY OF SLAB BENDING FAILURE FORMS A HINGE POINT AT DISTANCE Wr FROM EDGE TRIBUTARY WIDTH OF SLAB RESISTING UPLIFT IS Wr USE CONSERVATIVE VALUE TO PREVENT HINGE FROM FORMING DESIGN DATA: CONCRETE STRENGTH ft) 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 NOMINAL MOMENT CAPACITY OF SLAB (Mn) . 12.83 KIP IN Mn=p*b*d*Fy*(A-.5*p*d/.85*Fy/fc) FIND REQUIRED WIDTH OF SLAB (Wr): EQUATE MOMENT CAUSED BY WEIGHT AND MOMENT CAPACITY (INCL FACTORS) Mn*phi = 1.6*Mw Mn * 0.9 = 1.6 *.009375 * W02 Wr^2 = 60 * Mn Wr = (60 * Mn)".5 8.01 FT ALLOWABLE TRIBUTARY WIDTH OF SLAB AVAILABLE TO RESIST UPLIFT: ALLOWABLE TRIBUTARY WIDTH (Wr) _ .8.01 FT USE CONSERVATIVE ALLOWABLE WIDTH 4 , 7.00 FT t DANIEL J. DOBBIE Professional Engineer Page 3 g 444 P.O.P.O. Box 2156 Job No. 17018 15925 Renee Way Date: June 2017 Flournoy, CA 96029 Haury Metal Building Foundation Phone (530) 833-5423 RIGID FRAME COLUMN FOOTING LINE (2&3) AT (A&C) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + C + L)=1.6+1.6+4.8 8.0 KIPS ' HORIZONTAL OUTWARD (Rho) (D + C + L)=..4+.5+1.5 2.4 KIPS VERT UPLIFT (Rvu) (.6(D+C+W)=.6*(1.6+1.6-12.7) -5.7 KIPS HORIZ IN FORCE (Rhi) (.6(D+C+W)=.6*(.4+.5-3.6) -1.6 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING ' Ls Li EDGE OF SLAI ' 7WE 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 (ZO: (0.6*(D+C) + .6*(WIND_LONG1)) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -5.7 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) -0.11 FT USE: FOOTING LENGTH (Lf) 3.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.229 KSF BENDING MOMENT IN FOOTING (M) ' 3.00 KIP FT CONCRETE COMPRESSIVE STRENGTH (fc) 3000 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf *12 + 4 - 3.5 18.5 IN STRENGTH REDUCTION FACTOR (phi) 0.9 DEAD + LIVE LOAD FACTOR = (1.2D + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 4.5 KIP FT REINFORCING STEEL RATIO (p) 0.000112 < prnin USE: REINFORCING STEEL RATIO (p') 0.000150 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.072 INA2 USE: 2 - #4 As = 0.40 INA2 RIGID FRAME FOOTING 2'- 2" WIDE x V- 6" THICK x 3'- 0" LONG LINE (2&3) AT (A&C): W/ 2 - #4 CONT AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 ' r Page 4 Job No. 17018 Date: June 2017 Haury Metal Building Foundation ENDWALL COLUMN FOOTINGs LINE (184) AT (B) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + C + L) =.7+.8+4 - 5.5 KIPS HORIZONTAL OUTWARD (Rho) (D + C + L) =0+0+0 0.0 KIPS ` VERT UPLIFT (Rvu) (.6(D+C+W)=.6*(.7+.8-5.6) -2.5 KIPS HORIZ IN FORCE (Rhi) (.6(D+C+W)=.6*(0+0+2.3) 1.4 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING Ls Lf EDGE OF SLPJ ICOL I Wf W 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 -2.5 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) -5.73 FT USE: FOOTING LENGTH (Lf) 5.00 FT BENDING IN FOOTING: SOIL PRESSURE (q) (D + L) 1.100 KSF BENDING MOMENT IN FOOTING (M) 3.44 KIP FT CONCRETE COMPRESSIVE STRENGTH ft) 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 = (1.21) + 1.6L) / (D + L) 1.5 ULTIMATE MOMENT (Mu) 5.2 KIP FT REINFORCING STEEL RATIO (p) 0.000616 < pmin USE: REINFORCING STEEL RATIO (p') 0.000821 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) 0.123 INA2 USE: 1 - #4 As = 0.20 IN"2 ENDWALL FOOTING 1'- 0" WIDE x 1'- 0" THICK x 5'- 0" LONG LINE (184) AT (B): W/ 1- #4 EACH WAY AT BOTT. & 6" SLAB OVER DANIEL J. DOBBIE aD Professional Engineer Q ' P.O. Box 2156 + 15925 Renee Way Flournoy, CA 96029 Phone (530) 833-5423 CORNER COLUMN FOOTINGS LINES (184) AT (A&C) MAXIMUM COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D+C+L)=.5+.4+2.2 3.1 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D+C+L) =0+0+0 0.0 KIPS VERTICAL UPLIFT (Rvu) 0.60*(D+C+W)=.6*(.5+.4-2.7) -1.1 KIPS HORIZONTAL FORCE (Rhi) 0.60*(D+C+W)=.6*(0+0+2.1) 1.3 KIPS DESIGN FOOTING TO RESIST UPLIFT: INCLUDE WEIGHT OF FOOTING PLUS T- 0" OF 6" SLAB BEYOND EDGES OF FOOTING EDGE OF SLAB TIWT t , Page 5 Job No. 17018 Date: June 2017 Haury Metal Building Foundation t`. 1 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 (Z0: (0.6*DEAD + WIND) REQUIRED DEAD LOAD RESISTANCE TO UPLIFT (Zt) = Rvu -1.1 KIPS FIND: REQUIRED THICKNESS OF FOOTING (Tf) WEIGHT OF FOOTING (Zf) = .15 * Wf^2 * Tf WIDTH OF SQUARE SLAB (Ws) = Wf + 7 WEIGHT OF SLAB (Zs) =. 15 * 6/12 * (Wf + 7)^2 ` TOTAL RESISTANCE (Zt) Zf + Zs = Zt = Rvu (FACTOR 0.6) REQUIRED THICKNESS OF FOOTING,(Tf) (SLAB SUFFICIENT) -7.13 FT USE: FOOTING THICKNESS (Tf) 1.00 FT BENDING IN FOOTING: + SOIL PRESSURE (q) (D + L) 0.775 KSF BENDING MOMENT IN FOOTING (M) 0.78 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) 1.2 KIP FT REINFORCING STEEL RATIO (p) 0.000051 < prnin USE: REINFORCING STEEL RATIO (p') 0.000068 AREA OF REINFORCING STEEL REQUIRED (Asreq"d) T 0.024 IN^2 USE: 2 - #4 As =.4 INA2 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 DANIEL J. DOBBIE aD Professional Engineer P.O. Box 2156 15925 Renee Way ' Flournoy, CA 96029 Phone (530) 833-5423 ' Page 6 Job No. 17018 Date: June 2017 Haury Metal Building Foundation 1 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) 2.4 KIPS NUMBER OF HAIRPIN TIES (N) 1 REINFORCING BAR SIZE (S) #4 AREA OF REINFORCING (Ab) 0.20 IN^2 CONCRETE STRENGTH (fc) 3000 PSI MAXIMUM ANGLE OF TIE LEGS FROM DIRECTION OF THRUST. (w) 30 DEGREES STRESS CHECK: (ALLOWABLE STRESS DESIGN) NO HORIZONTAL THRUST TO BOLT PAIR @ ONE TIE (Fh') 2.40 KIPS STRENGTH OF REINFORCING STEEL (Fy) 60 KSI ALLOWABLE TENSILE STRESS FACTOR (F) A 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) 6.9 KSI LIGHTWEIGHT AGGREGATE CONCRETE FACTOR (lamda) 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 DEVELOPMENT 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)^0.6) 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 TYP. HAIRPIN TIES 1 - #4 HAIRPIN TIES W/ 4'- 9" MIN. LEGS AT RIGID FRAME 30 DEGREE MAXIMUM ANGLE FROM FRAME LINE ANCHORS: 1" MINIMUM CONCRETE COVER AT SLAB DANIEL J. DOBBIE Page 7 aD Professional Engineer P.O. Box 2156 Job No. 17018 15925 Renee Way Date: June 2017 Flournoy, CA 96029 Haury Metal Building Foundation Phone (530) 833-5423 314" RIGID FRAME ANCHOR BOLTS ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION AT LINES (2&3) AT (A&C) .6(D+C+W) 2016 CBC SEC 1901.3 STRENGTH DESIGN FOR ANCHORAGE TO CONCRETE & ACI 318-14 CHAPTER 17 SOURCE OF SHEAR LOAD? (D+L, WIND, OR SEISMIC) WIND DESIGN WIND TENSION LOAD TO BOLT GROUP (Tw) 5.7 KIPS DESIGN WIND SHEAR LOAD TO BOLT GROUP (Vw) 1.6 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 9.5 KIPS DESIGN FACTORED WIND SHEAR LOAD (Vw') = Fw*Vw 2.7 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' = 9.5 KIPS DESIGN FACTORED SHEAR LOAD (Vua) = Vw' = 2.7 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) = 0.11 <1.2 OK 17.6.3 SHEAR -TENSION INTERACTION ON CONCRETE CONCRETE Nua/(phi*Ncbg)+Vua/(phi*Vcbg) = 0.24 <1.2 OK DESIGNED ANCHORAGE: 4 - 3/4" F1654 (GRD 36) HEADED ANCHOR BOLTS 12" MIN. EMBED, 2 3/4" SQ.x.3125" PLATE WASHERS ADEQUATE FOR COMBINED SHEAR & 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 Page 8 �D Professional Engineer P.O. Box 2156 Job No. 17018 15925 Renee Way Date: June 2017 Flournoy, CA 96029 Haury 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 luta = 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 = (ca1+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 (fc) 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*cat/(1.5*cal) 1.0 17.5.2.7 MODIFICATION FACTOR FOR CRACK ZONE (Yh,V) 1.4 R DESIGN CALCULATIONS FOR ABC JOB W 17GO144A TOM & SUSAN HAURY 1664 GRACE ROAD GRIDLEY, CA 95948 1i ol- PERMIT # . BSE �o�� pEVEIoPMEN�oR S REVIEWEDNCE CODE COMPLIA� DATE �.i? — DES CHK DATE VDF 5/11/17 NO. REVISIONS DES CHK DATE 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 - Date: May 11, 2017 In addition to the dead load, D, of the building components, the members are designed to the following design basis: ABC Job Number. W17130144A ' .AMERICAN Equivalent Lateral Force ' BUILDINGS Builder Name: Elite Steel Building Systems Short Period Spectral Response Acceleration, Ss Builder Mailing Address: 3275 Heritage Road .-rueoA cci—i+r Builder City, State, 8 Zip: Oroville, CA 95966 Modesto Service Center Builder Telephone Number. y - 2260 Tenaya Drive - D Modesto, California 95354 Customer Name: Tom 8 Susan Haury " (209) 236-0580 Job Site City, Slate, 8 Zip: Gridley, CA 95948 ' Building Description: Gable 40Se60'xi 6' (Slope 1:12) 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 II SEISMIC ANALYSIS PROCEDURE Equivalent Lateral Force ' Site Classification D COLLATERAL DEAD LOAD, C - 4.0 PSF Short Period Spectral Response Acceleration, Ss 60.00% 1 Sec Period Spectral Response Acceleration, S7 -27.40% Seismic Importance Factor, Is 1.00 Seismic Design Category D Spectral Response Coefficient, SDS 0.528 • _ ROOF LIVE LOAD, L, 20.0 PSF Reducible Spectral Response Coefficient, SD1 0.338 (Note: Roof Live Load Is Reducible as Permitted by Code) Basic Transverse Seismic -Force Resisting System CONCENTRIC BRACED FRAMES Basic Longitudinal SeisntiaForce Resisting System CONCENTRIC BRACED FRAMES • Transverse Seismic Response Coefficient, Cs -10.162 Longitudinal Seismic Response Coefficient, Cs 0.162 GROUND SNOW LOAD, Pg 0.0 PSF Transverse Response Modification Coefficient, R 3.25 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 / AUXILIARY DESIGN LOADS, A (None) ' Snow Importance Factor, Is 1.00 WIND VELOCITY, Vun (3 -second gust) 110.0 MPH WIND VELOCITY, Vasa (3 -second gust) 85.2 MPH - Wind Exposure Category C Enclosure Classification Enclosed t • Internal Pressure Coefficient -/-0.18 Design Suction I Pressure for Wall Components -32.63 PSF - and Cladding Not Designed or Provided By ABC. +24.47 PSF MEZZANINE (FLOOR) DEAD LOAD, D 0.0 PSF'"' -' MEZZANINE (FLOOR) COLLATERAL LOAD, C 0.0 PSF— • MEZZANINE (FLOOR) LIVE LOAD, L 0.0 PSP" r —No vertical or horizontal mezzanine (floor) loads have been considered in the design of this building unless specifically otherwise stated 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 manufacturer's 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 speck wind provisions of the referenced building code. Please note that unless otherwise specified on your Purchase Order, the metal building manufacturer's 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. The design is in general accordance with AISC 360.10 and the 2012 NASPEC. This cenification is limited to the structural design of the framing and covering parts 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 parts 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 hems 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 same as or represent the Engineer of Record for the overall project. Sincerely, Richard Maddox, P.E. IBC 2015 Design Letter of Certifies 3:25 PM 2 of 129 Pamphlet 3 of 129 r Pamphlet 3 of 129 • ABC Design Calculations Pamphlet SECTION 1, General „ Introduction 1.1 Figure 1 — Clear Span Rigid Frame Building 1.2 Selected References 1.3 SECTION 2, Rigid Frame Rigid Frame Explanation and Method of Analysis 4 2.1-2.3 Lateral Deflection of Frames 2.4 Rigid Frame Analysis SECTION 3, Endwalls and Bracing Endwall and Bracing Explanation and Method of Analysis 3.1 Figure 4 — Column and Beam Endwall Bracing 3.2 Figure 5 — Column and Beam Endwall Tension Bracing 3.3 Nomenclature 3.4 Endwall Frame Analysis SECTION 41 Purlins.and Girts Section Properties 4.1 Puffin and Girt Analysis SECTION 5, Panels Panel Profiles and Engineering Properties (Longspan III) 5.1 Panel Profiles and Engineering Properties (Architectural III) 5.2 Panel Profiles and Engineering Properties (Architectural "V" Rib AVN) 5.3a Panel Profiles and Engineering Properties (Architectural "V" Rib AVK_) 5.3b Panel Profiles and Engineering Properties (Standing Seam ll) . 5.4 Panel Profiles and Engineering Properties (Standing Seam 360) 5.5 Panel Profiles and Engineering Properties (Shadow) 5.6 Panel Profiles and Engineering Properties (16" Loc -Seam) 5.7• Panel Profiles and Engineering Properties (12" Loc -Seam) 5.8 Panel Profiles and Engineering Properties (Multi -Rib) 5.9 Panel Profiles and Engineering Properties (Seam Loc) 5.10 SECTION 6, Miscellaneous Standard Specifications 6.1 SUBJECT TO CHANGE WITHOUT NOTICE REVISED AUGUST 28. 2015 4 of 129 SECTION 1 GENERAL 5 of 129 • 0- 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 Girls; Section 5, Roof and Wall Panels; and Section 6, Miscellaneous and Special Conditions. SUBJECT T • CHANGE WITHOUT• 1 MAY 18. 2M 6318c Section 1 Page 1 6 of 129 ROOP P ABC Design Calculations Pamphlet Aof COU E�0 FIGURE 1 ' SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18. 2008 of • 4 i ABC Design Calculations Pamphlet SELECTED REFERENCES 1) American Institute of Steel Construction. Steel Construction Manual. Chicago, III: American Institute of Steel Construction. 2) American Iron and Steel Institute, and Canadian Standards Association. 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 Desiqn. 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• I May 18, 2008 0318C Section 1 Page 3 8 of 129 �� i G • ABC DESIGN NOTES FOR W17G0144A 1. The frames at the left and right endwalls (FL 1 &4) are not designed for future expansion. 2. New structure by ABC is designed as an Enclosed Building. 3. 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. 4. ABC has provided new structure(s) according to the ABC purchase order and company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with materials by others. 5. 4.0 psf collateral load was used in ABC's design as requested. No other special provisions have been made for concentrated point loads on. frame. f , 10 of 129 Page LOAD -1 Wed May 10 16:46:02 2017 Job#: W17G0144A Ver. 47.3 AMERICAN BUILDINGS COMPANY GENERAL DESIGN LOADING INFORMATION Building Code: 2016 California Building Code Roof Dead Load: 1.500 psf Collateral Load: 4.000 psf Roof members not supporting ceiling but supporting sprinklers, lighting, or other materials • State: Alabama. Alaska Arizona Arkansas ■ California Colorado Connecticut .Delaware District of Columbia Florida Georgia Hawaii Idaho Illinois Indiana Iowa Kansas Kentucky Louisiana Maine Maryland Massachusetts Michigan Minnesota Mississippi Missouri Montana Nebraska Nevada New Hampshire New Jersey New Mexico New York North Carolina North Dakota Ohio Oklahoma Oregon Pennsylvania Rhode Island South Carolina South Dakota Tennessee Texas 11 of 129 A r" Utah Vermont Virginia Washington West Virginia Wisconsin Wyoming County: , ■ Butte Risk Category of Building: I. Buildings and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy I. Buildings and other structures that represent a low hazard to human life • in the event of failure but -not agricultural buildings intended only for incidental human occupancy ■ II. All buildings and other structures except those listed in Risk Categories I, III, and IV III. Buildings and other structures that represent a substantial hazard to human life in the event of failure including those with high occupancies or hazardous materials not in Risk Category IV IV. Buildings and other structures designated as essential facilities Exposure (Surface Roughness) Category: B. Urban and suburban areas,.wooded areas or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger & extending at least 2600 ft from site ■ C. Open terrain with scattered obstructions having heights generally less than 30 feet &.where Exposures B or D do not apply D. Flat, unobstructed areas and water surfaces outside hurricane -prone regions & extending at least 5000 ft from site Uniform Roof Live Load Not To Be Less Than: Value As Defined By Selected Code Uniform Roof Snow Load Not To Be Less Than: Value As Computed In Compliance With Selected Code Roof Exposure Condition: Partially Exposed: All roofs except as,indicated below ■ Fully Exposed: Roofs exposed on all sides with no shelter afforded by f terrain, higher structures or trees Sheltered: Roofs located tight in among conifers that qualify as obstructions Thermal Condition: All. structures except as indicated below j Structures kept just above freezing and others with cold, ventilated roofs ■ Unheated and open air structures - Structures intentionally kept below freezing Ground Snow Load: 0.000 psf Ultimate Design Wind Speed (3 -second gust): 110.000 mph Serviceability Design Wind Speed (3-second"gust): 72.000 mph Enclosure Classification: Open Buildings Partially Enclosed Buildings ■ Enclosed Buildings 0.2s Short Period Spectral Response Acceleration S(s): 60.000 %g 1.Os Spectral Response Acceleration S(1): 27.400 %g Site Classification: A. Hard rock 'B. Rock C. Very dense soil and soft rock_ ■ D.'.Stiff soil E. Soil clay soil F. Soils requiring site response analysis. " 12 of 129 Deflection Limits for Roofs: FRAMES PURLINS PANEL Live Load: L/180 L/150 L/ 60 Snow Load: L/180 L/180 . L/ 60 Wind Load: L/180 L/180 NONE (at 1:10 -year recurrence) Roof Load: NONE NONE L/ 60 (any combination of loads) Deflection Limits for Walls: FRAMES GIRTS PANEL Wind Load: L/120 L/ 90 L/ 60 (at 1:10 -year recurrence) Wall Load: NONE NONE L/ 60 (any combination of loads) Maximum Limiting Check Ratio: 1.03 Plate/Bar Yield Strength: 55.00 ksi A, • 13 of 129 ' rr ' ' . , .Roof Weight D + C 9 50 ---- -_ - - psf ' rl Building Length = `: 60;00 ft. 1r . fir_ .� j�a 4 .. • ' I .1 • i t r• .•~mak . � �.. Minimum Seismic And Wind Forces Calculation _ (CBC2013 ) American Buildings Company Job Number: ' W17GO144A Engineer: VDF Dunuuly Ut:U1I ICILY It nauvn ' Building Width = A0.00 ft. ' ' . , .Roof Weight D + C 9 50 ---- -_ - - psf ' rl Building Length = `: 60;00 ft. Roo 0 % Snow for Seismic 0 00 ; ; .psf ' FSW Eave Height= ; 16.00 ft. Weight of Sidewall !3.00 !psf r Ridge From FSW =' .. 20.00 }ft. Weight of Endwall = 3.00:.,:, psf Roof Pitch =' 4" 1/12 Longitudinal Partition WT ..0- 00 psf Canopy Width @'FSW = . 0.00 ft. Quantity of Longitudinal Part ! 0 Canopy Width @ RSW = 0:00 ft. Transverse Partition WT f :0.00 psf Max. Interior Bay Trib. -20.00:..1 ft. Quantity of Transverse Part0 Building End Bay Trib. _ 10.25 Lft . Longitudinal Special Weight 0.00 kips ` Transverse Special Weight = 0 00 kips Regular. Structure: 'yes, vrd ..... Stories Above Grade: `i•. )•- Flexible Diaphragm: ves Wind Information qh=0.00256KhKn1(dV2 22 66 r psf Longitudinal GCpf- GCp; = 0.69/1.04 Transverse GCpf- GCp; = 0.96/1.44 , .� Wind/Seismicx.,Forces in.Transverse Dired ions r "mom r Infnrinr Rw Trihn♦mmi Wirifh - 9A ff Gnri Rn,r Trihn4nnr Wirlfh = 1A 9r, ft 1. Win_ d Load Total Load = PW' B` H/2 = 3.8 Kips 2. Seismic Load Redundancy Factor. p = 1 30 r� W = 8.56 Kips cs 0.16 V = QE = 1.39 Kips , Eh = p`QE = 1.8 Kips E„ = 0.2SD8'D = 0.8 Kips Em•=f2D`QE = 4.2 Kips .. 1. Wind oa 'Total Load = PW' B' H/2 = 3.0 Kips 2. Seismic Load' Redundancy Factor p = 1.30 W = 4.39 Kips Cs = -0-16. V = QE = 0.71 Kips 4 -Eh =P*QE = 0.9 Kips E„ =0.2SDs D = 0.4 Kips Em=010'QE _' 1.4 Kips ' IZ4 c�3,�* aWind/Sersmic Forces ilrrLongitudmal Direction 1.• Wind Load Total Load = PW`B' H/2 = 6.3 Kips •, ( of flexible diaphragm) . 2. Seismic Load Accidental Torsion Included if P n � .Redundancy Factor p= 1. 30 W = 24.8 Kips , Cs = 0.16 V = QE = 4.0 Kips " Eh -p"QE = 5.2 Kips E,=0.2SD5`D = `- 2.4 Kips Em =00*QE = 8.1 Kips Version 6.0 Author: WW ' Quality And Service Every Time ... All The Time 1:33 PM5/11/2017 14 of 129 Subject Torsion Frame Loads Job No. VV17GO144A e4voi Sheet of SheetsAmerican Buildings Company Date 5/11/2017 A Nucor Company By VDF VV= 6.3Ok Eh= 5.20 k tm= 8.1Ok 9 Wind � ---------- Ei3k*2Dft T= = 6]Ok 20 ft _ �Eh SZk*IOft S.ZO k ' T= � = ` ' 20 ft . ' . Exterior"p^" " �' "/ - ��^ ~ ° ^/ - �' ^ � �~ Er, ' O�1 k * 2Oft * T= = 3.lU k . 2Oft � . , Exterior`—. - ~~' + `~.^. ^/- ..~2. ~ ' ' 15nf129 '' ABC Design Calculations Pamphlet RIGID FRAME EXPLANATION AND METHOD OF ANALYSIS 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 Section 2 Page 1 17 Of 129 ABC Design Calculations Pamphlet 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 girls 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 NOTICE REVISED MAY 18, 2008 • Section 2 Page 2 18 of 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 Section 2 Page 3 19 Of 129 ABC Design Calculations Pamphlet As noted in Section 1.3.4.8 of Metal Building Systems Manual, 2012 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. MSA 47.3 Page 1 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 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.- - INT RF FL 2-3 W17GO144A FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 40.000 ft. 20.000 ft. 2 0 6 7 LEFT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACING(S) --------------- 0.000/ 12.0 8.00 in. 1 @ 90.00 in. 1-@ 48.00 in. 1 @ 54.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 12.000 in. PINNED SPLICE 2 14.428 ft. 12.000 in. RIGID EAVE 3 16.000 ft. 12.000 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 1.000/ 12.0 8.00 in. 51.90 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 3 -0.000 ft. 12.000 in. RIGID RIGHT END 4 20.000 ft. 12.000 in." RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- -1.000/ 12.0 8.00 in. 51.90 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 4 20.000•ft. 12.000 in. RIGID RIGHT END 5 40.000 ft. 12.000 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACINGS) --------------- -0.000/ 12.0 8.00 in. 1 @ 90.00 in. 1 @ 48.00.in. 1 @ 54.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 5 16.000 ft. 12.000 in. RIGID SPLICE 6 14.428 ft. 12.000 in. RIGID BASE 7 0.000 ft.. 12.000 in. PINNED 21 of 129 0 l MSA -47.3 Page 2 of 23 Job:W17G01'44A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 MEMBER SIZES OUTER FLANGE WEB INNER FLANGE WEB -TO -FLANGE YIELD STRESS MEMBER WIDTH THICKNESS THICKNESS WIDTH THICKNESS WELD FLANGE WEB (inches) (inches) •(inches) (inch4s) (ksi) (ksi) 1 5.00 X 0.2500 0.1875 5.00 X 0.2500 0.1250 NS 55.0 55.0 2 5.00 X 0.2500 0.2500 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 0.2500 5.00 X 0.2500 0.1250 NS 55.0 55:0 6 .5.00 'X 0.2500 0.1875 5.00 X 0.2500 0.1250 NS 55.0 55.0 FRAME SELF -WEIGHT AS APPLIED -DEAD LOAD r MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 233.9 2 8.6 55.4 3 264.7 40.9 4 264.7 55.4 5 8.6 6 233.9. Total: 1014.3 151.8 l MSA 47.3 1 Page 3 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 NODE COORDINATES NODE X Y X OUT OF PLUMB (in.) (in.) (0.003xY) (in.) 1 14.50 0.00 +/- 0.0000 2 14.50 173.14 +/- 0.5194 3 14.50 178.66 +/- 0.5360 4 240.00 197.45 +/- 0.5923 5 465.50 178.66 +/- 0.5360 6 465.50 173.14 +/- 0.5194 7 465.50 0.00 +/- 0.0000 23 of 129 n MSA 47.3 Page 4 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 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 = 6.50 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 = 22.66 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 = 22.66 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 15.83 Neutral Axis 0.00 -4.77 0.00 .-6.43 (out -of -plane) --------------------------------------------------------------------------------- LOAD CASE 6 :_ WLX-^ No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD =22.66 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 4.77 0.00 -6.43 (out -of -plane) ---------------------------------------------7------------------------------------- LOAD CASE 7': W1-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit ---WIND LOAD = 22.66 psf C1= 0.58; C2= -0.51; C3 -0.19; C4= -0.11 ----------------------------------------------------------------------------- LOAD CASE 8.: W1< - No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 22.66 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 = 22.66 psf C1= -0.27; C2= -0.51; C3= -0.19; C4= -0.27 ----------------------------------------------------------------------------------- 24 of 129 MSA 47.3 Page 5 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 LOAD CASE 10 W2< - No Stress Check; H/25.Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 22.66 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 = 22.66 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 = 22.66 psf Cl-_ -0.47; C2= -0.55; C3= -0.87; C4= 0.22 ----------------------------------------------------- : CASE 13 : W4-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 22.66 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 = 22.66 psf C1= -0.63; C2= -0.55; C3= -0.87; C4= -0.63 --------------------------------7-------------------------------------------------- LOAD CASE 15 : E-> No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 16.00 Neutral Axis 0.90 0.00 0.00, 2 4 16.00 Neutral Axis 0.90 .0.00 0.00 3 1 15.50 Neutral Axis 2.00 0.00 0.00 4 ----------------------------------------------------------------------------------- 4 15.50 Neutral Axis 2.00 0.00 0.00 LOAD CASE 16 : E< - No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 16.00 Neutral Axis -0.90 0.00 0.00 2 4 16.00 Neutral Axis -0.90 0.00 0.00 3 1 15.50 Neutral Axis -2.00 0.00 0.00 4 ----------------------------------------------------------------------------------- 4 15.50 Neutral Axis -2.00 0.00 0.00 LOAD CASE 17 : ELX+^ No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL. MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 4 15.83 Neutral Axis 0.00 -3.85 0.00 -5.20 (out -of -plane) ------------------------------------------------------ --------------------- LOAD CASE 18 c ELX-^ No Stress Check; H/25 Horizontal Deflection Limit 25 of 129 10 MSA 4.7.3 ; Page 6 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 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 3..85 0.00 -5.20 (out-of-plane) ----------------------------------------------------------------------------------- LOAD CASE 19 : !QE-> 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 16.00 .Neutral Axis 2.10 0.00 0.00 2 4 16.00 Neutral Axis .2.10 0.00 0.00 3 1 15.50 Neutral Axis 2.75 0.00• 0.00 4 9 15.50 Neutral Axis 2.75 0.00 0.00 LOAD CASE 20 : nE<- 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 16.00 Neutral Axis -2.10 0.00 0.00 2 4 16.00 Neutral Axis. -2.10 0.00 0.00 3 1 15.50 Neutral Axis -2.75 0.00 0.00 4 4 15.50 Neutral Axis -2.75 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 21 : nELX+^ 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 15.83 Neutral Axis 0.00 -6.00 0.00 ----------------------------------------------------------------------------------- -8.10 (out -of -plane). LOAD CASE 22 • : nELX-^ 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 6.00 0.00 ---------------------------------- ------------------------------------------------ -8:10 (out -of -plane) LOAD CASE 23 : D+C + L nL ASD;. No Deflection Limits Highest check ratio achieved in ----------------------------------------------------------------------------------- this load.case 0.710 LOAD CASE 24 : D+C + L nR J ASD; No Deflection Limits Highest check ratio achieved in this load case 0.710 ----------------------------------------------------------------------------------- LOAD CASE 25 : 1.07D+C + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.857 _ 26 of 129 MSA 47.3 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A:01A Page 7 of 23 05/11/17 13:29:04 --------------------------------------------------------------------------- LOAD CASE 26 :. 1.07D+C + 0.70E-> nR ASD; No Deflection Limits Highest --------------------------------------------------------------------------- check ratio achieved in this load case = 0.862 LOAD CASE 27 : 1.07D+C + 0.70E<- nL ASD; No Deflection Limits Highest --------------------------------------------------------------------------- check ratio achieved in this load case = 0.862 LOAD CASE 28 1.07D+C + 0.70E<- nR ASD; No Deflection Limits Highest --------------------------------------------------------------------------- check ratio achieved•in this load case = 0.857 LOAD CASE 29 1.07D+C + 0.70ELX+^ nL ASD; No Deflection Limits Highest --------------------------------------------------------------------------- check ratio achieved in this load case = 0.312 LOAD CASE 30 : 1.07D+C + 0.70ELX+^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.320 ----------------------------------------------------------------------------------- LOAD CASE 31 : 1.07D+C + 0.70ELX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.286 ---------------------------------------------------------------------=------------- LOAD CASE 32 : 1.07D+C + 0.70ELX-^ nR ASD; No Deflection L'imits Highest check ratio achieved in this load case = 0.286 ----------------------------------------------------------------------------------- LOAD CASE 33 : 0.89D+C + 0.5852E-> nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 34 : 0.89D+C + 0.5852E-> nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 35 : 0.89D+C + 0.5852E<- nL ASD Special Seismic; No Deflection Limits ----------------------------- ----------------------------------------------------- LOAD CASE 36 : 0.89D+C + 0.5852E<- nR ASD Special Seismic; No Deflection Limits ---------- : CASE 37 : 0.89D+C + 0.5852ELX+^ nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 38 : 0.89D+C + 0.5852ELX+^ nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 39 : 0.89D+C + 0.5852ELX-^ nL ASD Special Seismic; No Deflection Limits -------------------------------- w CASE 40 : 0.89D+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 = 0.366 ----------------------------------------------------------------------------------- LOAD CASE 42 : D+C + 0.45WL^ + 0.75L nR 27 of 129 • R MSA 47.•3 Page 8 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A. 05/11%17 13:29:04 ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.366 LOAD CASE 43 : D+C + 0.45WLX+^ + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.387 ---------------L------------------------------------------------------------------- LOAD CASE 44 : D+C + 0.45WLX+^'+ 0.75L nR ASD; No Deflection Limits Highest check.ratio achieved in this load case 0.394 LOAD CASE 45 D+C + 0.45WLX-^ + 0.75L nL • ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.366 ----------------------------------------------------------------------------------- LOAD CASE 46 : D+C + 0.45WLX-^ + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case =------------------- = 0.366 =------ ------------------------------- LOAD CASE 47 : D+C + 0.45W1-> + 0.75L nL 7 ------------------------ ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.634 ------------------------------------------------------------------`----------------- LOAD CASE 48 : D+C + 0.45W1-> +`0.75L nR ` ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.643 ----------------------- ----------------------------------------------------------- LOAD CASE 49 : D+C + 0.45W1<-.+ 0.75L nL _ ..ASD; No Deflection Limits Highest check ratio achieved in ----------------------------------------------------------------------------------- this load case = 0.643 LOAD CASE 50 : D+C + 0.45W1<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in.this load case =•0.634 - ---------------------------------------------------------------- LOAD CASE 51 D+C + 0.45W2-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case.= 0.520 ----------------------------------------------------------------------------------- LOAD CASE 52.: D+C + 0.45W2-> + 0.75L nR + ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.511 ----------------------------------------------------------------------------------- LOAD CASE 53 : D+C + 0.45W2<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.511 ----------------------------------------------------------------------------------- LOAD CASE 54 : D+C + 0.45W2<- + 0.75L nR ASD;..No ,Deflection Limits Highest check ratio achieved in this load case= 0.520 ----------------------------------------------------------------------------------- LOAD CASE 55 : D+C + 0.45W3-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved'in this load case = 0.551 --------------------- 7 CASE 56 : D+C + 0.45W3-> + 0.75L nR' ASD; No Deflection Limits Highest check ratio achieved -in this load case = 0.557 28 of 129 MSA 47.3 Job:W17G0144A Page 9 of 23 C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 ----------------------------------------------------------------------------------- LOAD CASE 57 : D+C + 0.45W3<- + 0.75L-nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.557 ----------------------------------------------------------------------------------- LOAD CASE 58 : D+C + 0.45W3<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.551 ----------------------------------------------------------------------------------- LOAD CASE 59 : D+C + 0.45W4-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.438 ----------------------------------------------------------------------------------- LOAD CASE 60 : D+C + 0.45W4-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.431 ------------------------------------------------------------=---------------------- LOAD CASE 61 : D+C + 0.45W4<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.431 ----------------------------------------------------------------7------------------ LOAD CASE 62 : D+C + 0.45W4<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.438 ----------------------------------------------------------------------------------- LOAD CASE 63 : 0.60D + 0.60WL^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.303 ----------------------------------------------------------------------------------- LOAD CASE 64 : 0.60D + 0.60WL^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.303 ----------------------------------------------------------------------------------- LOAD CASE 65 : 0.60D + 0.60WLX+^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.302 ----------------------------------------------------------------------------------- LOAD CASE 66 : 0.'60D + 0.60WLX+^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.302 ----------------------------------------------------------------------------------- LOAD CASE 67 : 0.60D + 0.60WLX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.303 ----------------------------------------------------------------------------------- LOAD CASE 68 : 0.60D + 0.60WLX-^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.303 ----------------------------------------------------------------------------------- LOAD CASE 69 : 0.60D + 0.60Wl-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.280 ----------------------------------------------------------------------------------- LOAD CASE 70 : 0.60D + 0.60W1-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.278 LOAD CASE 71 : 0.60D + 0.60Wl<- nL 29 of 129 C� 0 MSA 47.3 Page 10 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A .05/11/17 13:29:04 30 of 129 ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.278 --------------------------------------- LOAD CASE 72;: 0.60D + 0.60Wl<- nR --------------------------------------------- ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.280 ----------------------------------------------------------------------------------- LOAD CASE 73 : 0.60D + 0.60W2-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case 0.111 • ----------------------------------------------------------------------------------- LOAD CASE 74 : 0.60D + 0.60W2-> ASD; No Deflection Limits nR Highest check ratio achieved in this load case = 0.112 ----------=------------------------------------------------------------------------ LOAD CASE 75 : 0.60D + 0.60W2<7 nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.112 LOAD CASE'76 : 0.60D + 0.60W2<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case 0.111 LOAD CASE 77 : 0.60D + 0.60W3-> nL ASD; No Deflection Limits Highest check ratio achieved in,this load case = 0.422 ----------------------------------------------------------------------------------- LOAD CASE 78,: 0.60D + 0.60W3-> nR ASD; No Deflection Limits , Highest check ratio achieved in'this load case = 0.418 ------------------------------------------------------------------------------------ LOAD CASE 79 : 0.60D + 0.60W3<- nL. ASD; No Deflection Limits Highest check ratio achieved in this load case =-0.418 --------------------------------------------7-------------------------------------- LOAD CASE 80 0.60D + 0.60W3<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.422 -------------- -------------------------------------------------------------------- LOAD CASE 81 : 0.60D + 0.60W4-> nL ASD;,No Deflection Limits Highest check ratio achieved in this load case = 0.251 ----------------------------------------------------------------------------------- LOAD CASE 82 0.60D + 0.60W47> nR ' ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.256 LOAD CASE 83 0.60D + 0.60W4<- nL ASD; No Deflection Limits Highest.check ratio achieved in this load case = 0.256 ----------------------------------------------------------------------------------- LOAD CASE 84 : 0.60D + 0.60W4<-. nR 4.. ASD; No Deflection Limits ' Highest check ratio achieved in this load case = 0.251 ----------------------------------------------------7------------------------------ LOAD CASE 85 : 0.53D + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case-= 0..648` 30 of 129 MSA 47.3 Page 11 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 ---------------------------------------7------------------------------------------- LOAD CASE 86 : 0.53D + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.650 LOAD CASE 87 : • 0.53D + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case =•.0.650 LOAD CASE 88 : 0.53D + 0:70E<- nR .ASD; No Deflection -Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case =.0.648 • LOAD CASE 89 0.53D + 0.70ELX+^ nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.109 LOAD CASE 90 : 0.53D + 0.70ELX+^ nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------= case = 0.113 ------------------------------------------------------ LOAD CASE 91 : 0.53D + 0.70ELX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.079 LOAD CASE 92 : 0.53D + 0.70ELX-^ nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.079 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 + 0.5852E<- 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 + 0.5852ELX+^ nR ASD Special Seismic; No Deflection Limits ----------- -------------------------------------------------------------------- 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 129 32 of 129 MSA 47.3': Page 12 of 23 JOb:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 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 0.1875 5.00 0.2500 0.714 27 0.074 27 0.844 27 -2 5.00 0.2500 0.2500 5.00 0.2500 0.650 27 0.706 27 0.721 27 3 5.00 0.2500 0.1345 5.00 0.2500 0.797 27 0.373 24 0.862 27 • 4 5.00 0.2500 0.1345 5.00 0.2500 0.797 27 0.373 24 0.862 27 5 5.00 0.2500 0.2500 5.00 0.2500 0.650 27 0.706 27 0.721 27 .6 5.00 0.2500 0.1875 5.00 0.2500 0.714 27• 0.074 27 0.844 27 32 of 129 MSA 47.3 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A Page 13 of 23 05/11/17 13:29:04 - VERTICAL KNEE PANEL ZONE ANALYSIS NODE 3 ERRORS EXIST 4 Inner Bolts at bolt row 0 are too close to the flange! LD = 25 ELEMENT MEM DESC RATIO AXIAL SHEAR MOMENT LC kips kips kip -ft CAP PLATE 5.0 x 0.250 0.824 COLUMN MEMBER FORCES -4.9 -3.7 =54.5 35 RAFTER MEMBER FORCES -1.1 4.6 -54.1 35 CAP PLATE END WELD FWD3 0.804 COLUMN MEMBER FORCES -4.9 -3.7 -54.5 35 RAFTER MEMBER FORCES -1.1 4.6 -54.1 35 CAP PLATE WEB WELD FWS5 0.265 COLUMN MEMBER FORCES -4.0 -0.3 -15.9' 61 RAFTER MEMBER FORCES -0.2 3.4 -14.5 61 STIFFENER 6.0 x 1.000 0.368 COLUMN MEMBER FORCES -4.9 -3.7 -54.5 35 RAFTER MEMBER FORCES -1.1 4.6 -54.1 35 STIFFENER END WELD CJP STIFFENER WEB WELD FWSS 0.989 COLUMN MEMBER FORCES -4.9 -3.7 -54.5 35 RAFTER MEMBER FORCES -1.1 4.6 -54.1 35 OUTER FLG WEB WELD FWS5 0.991 COLUMN MEMBER FORCES -4.9 -3.7 -54.5 35 RAFTER MEMBER FORCES -1.1 4.6 -54.1 35 WEB END WELD CJP WEB 0.250 0.879 COLUMN MEMBER FORCES -4.9 -3.7 -54.5 35 RAFTER MEMBER FORCES -1.1 4.6 -54.1 35 VERTICAL KNEE PANEL ZONE ANALYSIS NODE 5 ERRORS EXIST 4 Inner Bolts at bolt row 0 are too close to the flange! LD = 28 ELEMENT MEM DESC RATIO AXIAL SHEAR MOMENT LC kips kips kip -ft CAP PLATE 5.0 x 0.250 0.824 COLUMN MEMBER FORCES -4.9 3.7 -54.5 34 RAFTER MEMBER FORCES -1.1 -4.6 -54.1 34 CAP. PLATE END WELD FWD3 0.804 COLUMN MEMBER FORCES -4.9 3.7 -54.5 34 RAFTER MEMBER FORCES -1.1 -4.6 -54.1 34 CAP PLATE WEB WELD FWS5 0.265 COLUMN MEMBER FORCES -4.0 0.3 -15.9 60 RAFTER MEMBER FORCES -0.2 -3.4 -14.5 60 STIFFENER 6.0 x 1.000 0.368 COLUMN MEMBER FORCES -4.9 3.7 -54.5 34 RAFTER MEMBER FORCES -1.1 -4.6 -54.1 34 STIFFENER END WELD CJP STIFFENER WEB WELD FWS5 0.989 COLUMN MEMBER FORCES -4.9 3.7 -54.5 34 RAFTER MEMBER FORCES -1.1 -4.6 -54.1 34 OUTER FLG WEB WELD FWS5 0.992 COLUMN MEMBER FORCES -4.9 3.7 -54.5 34 RAFTER MEMBER FORCES -1.1 -4.6 -54.1 34 WEB END WELD CJP WEB 0.250 0.880 33 of 129 E E MSA 47.3 Page 14 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.O1A ,-05/11/17 13:29:04 COLUMN MEMBER FORCES -4.9 3.7 -59:5 34 RAFTER MEMBER FORCES -1.1 -4.6 -54.1 34 I. r t . MSA 47.3 Page 15 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 - 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 I 35 of 129 • LR in in in in in 0 I in kip -ft kips kips 3 OR 5.0 0.500 12.5 0.750 2 3.0 2 2 3.0 35 -53.9 -0.7 -4.7 0.97 3 IR 5.0 0.500 12.5 0.750 2 3.0 2 2 3.0 94 38.3 -0.1 1.6 0.70 4 IL 5.0 0.375 12:5 0.750 2 3.0 2 2 3.0 23 29.7 -2.4 -0.1 0.89 4 IR 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 24 29.7 -2.4 0.1 0.89 4'OL 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 65 -11.8 3.0 -0.0 0.42 4 OR 5.0 0.375 12.5 0.750 2 3.0 2 2 3.0 65 -11.8 3.0 0.0 0.42 5 OL 5.0 0.500 12.5 0.750 2 3.0 2 2 3.0 34 -53.9 -0.7 4.7 0.97 5 IL 5.0 0.500 12.5 0.750 2 3.0 2 2 3.0 95 38.3 -0.1 -1.6 0.70 I 35 of 129 • MSA 47.3 Page 16 of 23 i Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 SPLICE PLATE WELD DESIGN ND I/O WELD MOM •AX SHR RATIO CSE L/R kip -ft kips kips 3 0/R FWD3 -53.9 0.7 -4.7 •1.00 35 3 WEB FWS2 -53.9 0.7 -4.7 1.00 35 3 I/R FWD3 38.3 0.1 1.6• 1.00 94 4 0/L FWD3 -11.8 -3.0 -0.0 1.00 65 4 WEB FWS2 29.7 2.4 -0.0 1.00 24 • 4 I/L FWD3 29.7 2.4 -0.0 1.00 24 4 0/R FWD3 -11.8 -3.0 0.0 1.00 65 4 WEB FWS2 29.7 2.4 0.0 1.00 23 4 I/R FWD3 29.7 2.4 0.0 1.00 23 5 0/L FWD3 -53.9 0.7 4.7 1.00 34 5 WEB FWS2 -53.9 0.7 4.7 1.00 34 5 I/L FWD3 38.3 0.1 -1.6 1.00 95 • 36 of 129 MSA 47.3 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A FRAME SUPPORTS Page 17 of 23 05/11/17 13:29:04 * BASE PLATE - * ANCHOR BOLTS * THICKNESS WIDTH LENGTH * NO. DIAMETER AREA SUP. * NODE (in.) (in.) (in.) * (in.) (in2) 1 1 0.375 6.000 11.000 4 0.750 1.767 1 2 7 0.375 6.000 11.000 4 0.750 1.767 7 37 of 129 U Cl • MSA 4 7'. 3 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A SUPPORT REACTIONS CASE 1 : D (kips) (kips) (kip -ft) SUPPORT NODE HORIZONTAL VERTICAL MOMENT 2 (kips) (kips) (kips) (kip -ft) 1 1 0.41 1.58 -0.00 2 7 -0.41 1:58 0.00 CASE 3 : L (kips) (kip -ft) SUPPORT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kips) (kips) (kip -ft) 1 1 1.49 4.80 -0.00 2 7 -1.49 4.80 -0.00 CASE 5 : WLX+^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.36 -7.89 0.00 2 7 1.36 -3.12 0.00 -6.43 (out -of -plane) CASE 7 : W1-> (kips) (kips) (kip -ft) SUPPORT NODE HORIZONTAL VERTICAL MOMENT 0.00 2 (kips) (kips) (kip -ft) 1 1 -3.18 -4.89 0.00 2 7 -0.41 -1.46 -0.00 CASE 9 : W2-> (kips) (kips) (kip -ft) SUPPORT NODE HORIZONTAL VERTICAL MOMENT -0.00 2 (kips) (kips) (kip -ft) 1 1 -0.40 -3.84 0.00 2 7 0.64 -2.51 0.00 CASE 11 : W3-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -3.57 -8.15 -0.00 2 7 -0.02 -4.72 0.00 CASE 13 : W4-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.79 -7.10 0.00 2 7 1.03 -5.77 0.00 CASE 15 : E-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT Page 18 of 23 05/11/17 13:29:04 CASE 2 : D+C SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.90 3.18 0.00 2 7 -0.90 3.18 -0.00 CASE 4 WL^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.36 -7.89 -0.00 2 7 1.36 -7.89 0.00 CASE 6 WLX- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.36 -7.89 0.00 2 7 1.36 -12.66 -0.00 -6.43 (out -of -plane) CASE 8 W1< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips). (kips) (kip -ft) 1 1 0.41 -1.46 0.00 2 7 3.18 -4.89 0.00 CASE 10.: W2< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.69 -2.51 -0.00 2". 7 0.40 -3.84 0.00 CASE 12 W3< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.02 -4.72 0.00 2 7 3.57 -8.15 -0.00 CASE 14 W4< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1. 1 -1.03 -5.77 0.00 2 7 0.79 -7.10 0.00 CASE 16 : E< SUPPORT NODE HORIZONTAL VERTICAL MOMENT ,(kips) (kips) (kip -ft) 11 1 2.90 2.30 -0.00 2 7 2.90 -2.30 -0.00 CASE 18 : ELX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) .1 1 -0.00 0.00 0.00 2 7 0.00 -3.85 0.00 -5.20 (out -of -plane) 38 of 129 (kips) (kips) (kip -ft) 1 1 -2.90 -2.30 0.00 2 7 -2.90 2.30' 0.00 CASE 17 : ELX+^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.00 -0.00 -0.00 2 7 -0.00 3.85' -0.00 -5.20 (out -of -plane) Page 18 of 23 05/11/17 13:29:04 CASE 2 : D+C SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.90 3.18 0.00 2 7 -0.90 3.18 -0.00 CASE 4 WL^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.36 -7.89 -0.00 2 7 1.36 -7.89 0.00 CASE 6 WLX- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.36 -7.89 0.00 2 7 1.36 -12.66 -0.00 -6.43 (out -of -plane) CASE 8 W1< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips). (kips) (kip -ft) 1 1 0.41 -1.46 0.00 2 7 3.18 -4.89 0.00 CASE 10.: W2< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.69 -2.51 -0.00 2". 7 0.40 -3.84 0.00 CASE 12 W3< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.02 -4.72 0.00 2 7 3.57 -8.15 -0.00 CASE 14 W4< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1. 1 -1.03 -5.77 0.00 2 7 0.79 -7.10 0.00 CASE 16 : E< SUPPORT NODE HORIZONTAL VERTICAL MOMENT ,(kips) (kips) (kip -ft) 11 1 2.90 2.30 -0.00 2 7 2.90 -2.30 -0.00 CASE 18 : ELX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) .1 1 -0.00 0.00 0.00 2 7 0.00 -3.85 0.00 -5.20 (out -of -plane) 38 of 129 MSA 47.3 Page 19 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 CASE 19 : OE-> CASE 20 : QE< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT. SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -4.85 -3.84 -0.00 1 1 4.85 3.84 0.00 2 7 •-4.85 3.84 0.00 2 7 4.85 -3.84 -0.00 CASE 21 : QELX+^ CASE 22 : QELX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 0.00 -0.00 0.00 1 1 -0.00 0.00 -0.00 2 7 -0.00 6.00 -0.00 2 7 0.00 -6.00 -0.00 -8.10 (out -of -plane) -8.10 (out -of -plane) • I 39 of 129 • • MSA 47.3 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.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 -0.030 -0.002 -0.001 3 -0.024 -0.002 -0.001 4 0.000 -0.298 0.000 5 0.024 -0.002 0.001 6 0.030 -0.002 0.001 7 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 -0.108 -0.006 -0.004 3 -0.087 -0.006 -0.004 4 0.000 -1.083 0.000 5 0.'087 -0.006 0.004 6 0.108 -0.006 0.004 7 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 0.00.0 -0.003 2 0.148 0.010 0.005 3 0.121 0.010 0.005 4 0.003 1.558 -0.000 5 -0.116 0.004 -0.005 6 -0.143 0.004 -0.005 7 0.000 0.000 0.003 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 , -0.013 2 1.587 0.006 -0.002 3 1.594 0.006 -0.001- 4 1.529 0.794 0.002 5 1.464 0.002 -0.007 6 1.424 0.002 -0.007 7 0.000 0.000 -0.009 CASE 9 : W2-> . Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR Page 20 of 23 -05/11/17 13:29:04 CASE 2 : D+C Horizontal Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.002 '2 -0.065 -0.004 -0.002 3 -0.053 -0.004 -0.002 4 0.000 -0.659 0.000 5 0.053 -0.004 0.002 6-, - 0.065 -0.004 0.002 7 0.000 0.000 -0.002 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 -0.003 2 0.146 0.010 0.005 3 0.119 0.010 0.005 4 70.000 1.561 -0.000 5 -0.119 0.010 -0.005 6 -0.146 0.010 -0.005 7 0.000 0.000 0.003 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 -0.003 2 0.146 0.010 0.005 3 0.119 0.010 0.005 4 -0.000 1.561 0.000 5 -0.119 0.010 _-0.005 6 -0.146 0.010 -0.005 7 0.000 0.000 0.003 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 -1.424 0.002 0.007 3 -1.464 0.002 0.007 4 -1.529 0.794 -0.002 5 -1..594 0.006 0.001 6 -1.587 0.006 0.002 7 '0.000 0.000 0.013 CASE 10 : W2< - Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR 40 of 129 MSA 47.3 Page 21 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A 05/11/17 13:29:04 NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 0.001 1 0.000 0.000 -0.003 2 -0.242 0.005 0.003 2 0.358 0.003 0.000 3 -0.261 0.005 0.003 3 0.355 0.003 0.001 4 -0.308 0.622 -0.001 4 0.308 0.622 0:001 5 -0.355 0.003 -0.001 5 0.261 0.005 -0.003 6 -0.358 0.003 -0.000 6 0.242 0.005 -0.003 7 0.000 0.000 0.003 7 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 -0.014 1 0.000 0.000 0.008 2 1.643 0.010 0.000 2 -1.368 0.006 0.009 3 1.640 0.011 0.001 3 -1.418 0.006 0.009 4 1.529 1.406 0.002 4 -1.529 1.406 -0.002 5 1.418 0.006 -0.009 5 -1.640 0.011 -0.001 6 1.368 0.006 -0.009 6 -1.643 0.010 -0.000 7 0.000 0.000 -0.008 7 0.000 0.000 0.014 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 -0.000 1 0.000 0.000 -0.004 2 -0.187 0.009 0.005 2 0.414 0.007 0.002 3 -0.215 0.009 0.005 3 0.401 0.007 0.003 4 -0.308 1.234 -0.001 4 0.308 1.234 0.001 • 5 -0.401 0.007 -0.003 5 0.215 0.009 -0.005 6 -0.414 0.007 -0.002 6 0.187 0.009 -0.005 7 0.000 0.000 0.004 7 0.0010 0.000 0.000 CASE 15 E-> CASE 16 : E< - Horizontal Deflection Limit: H/25 Horizontal Deflection Limit: H/25 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 -0.025 1 0.000 0.000 0.025 2 3.626 0.003 -0.013 2 -3.626 -0.003 0.013 3 3.693 0.003 r-0..012 3 -3.693 -0.003 0.012 4 3.694 -0.000 0.006 4 -3.694 0.000 -0.006 5 3.693 -0.003 -0.012 5 -3.693 0.003 0.012 6 3.626 -0.003 -0.013 6 -3.626 0.003 0.013 ' 7 0.000 0.000 -0.025 7 0.000 0.000 0.025 CASE 17 : ELX+^ CASE 18 : ELX-^ Horizontal Deflection Limit: H/25 Horizontal Deflection Limit: H/25 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 0.002 0.000 -0.000 2 -0.000 -0.000 0.000 3 0.002 0.000 -0.000 3 -0.000 -0.000 0.000 4 0.002 -0.002 -0.000 4 -0.000 0.000 0.000 5 .0.002 -0.005 -0.000 5 -0.000 0.000 0.000 41 of 129 4 . 42 of 129 N � y a MSA 47.3 Page 22 of 23 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A .05/11/17 13:29:04 6 0.002-- -0.005 -0.000 6 -0.000 0.000 0.000 7 0.000 0.000 -0.000 7 0.000 0.000 0.000' CASE 19 nE-> CASE 20 : SDE< - 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 -0.042 1 0.000 0.000 0.042 2 6.063 0.005 -0.021 2 -6.063 -0.005 0.021 3 6.177 0.005 -0.020 3 -6.177 -0.005 0.020 4 6.178 -0.000 0.010 4 -6.178 0.000 -0.010 5 6.177 -0.005 -0.020 5 -6.177 0.005 0.020 6 6.063 -0.005 -0.021 6 -6.063 0:005 0.021 7 0.000 0.000 -0.042 7- 0.000 0.000 0.042 CASE 21 : nELX+^ 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 0.003 0.000 -0.000 2 -0.000 -0.000 0.000 3 0.003 0.000 -0.000 3 -0.000 -0.000 0.000 4 '0.003 -0.004 -0.000 4 -0.000 0.000 0.000 5 0.003 -0.008 -0.000 5 -0.000 0.000 0.000 6 0.003• -0.008 -0.000 6 -0.000` 0.000, 0.000 7 0.000 0.000 -0.000 7 0.000 0.000 0.000 4 . 42 of 129 N � y a MSA 47.3 Job:W17G0144A C:\ABCP\FRAMES\W17G0144A.01A FLANGE BRACE LOCATIONS Page 23 of 23 05/11/17 13:29:04 SEQ# P/G# REQD? LEFT COLUMN BASE 1 1 No 2 2 Yes 3 3 Yes (Save Frame Brace Req'd) LEFT EAVE 4 1 Yes (Save Frame Brace Req'd)" 5 2 No 6 3 Yes 7 4 No 8 5 Yes (Ridge) ROOF SLOPE CHANGE 9 1 Yes (Ridge) 10 2 No 11 3 Yes 12 4 No 13 5 Yes (Save Frame Brace Req'd) RIGHT EAVE 14 1 Yes (Eave Frame Brace Req'd) 15 2 Yes 16 3 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 43 of 129 • • 44 of 129 Y 4 44 of 129 ABC Design Calculations Pamphlet 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 andfactory built-up sections. E SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, 2008 ISection 3 Page 1 45 of • ABC Design Calculations Pamphlet LOADING F�HA RHE ,[T �- RI-2 RL1 RL1 • RI -2 RLCC RV 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• ..: 03IBC Section 3 Page 2 46 Of 129 V-6" — ABC Design Calculations Pamphlet BLDG � V-6" RWF (3) RWF (2) I RWF (2) RWF (3) PLAN ' CL RIGID FRAME CL RIGID FRAME Z RIGID FRAME CE RIGID FRAME ENDWALL ELEVATION FIGURE 5 COLUMN AND BEAM ENDWALL TENSION BRACING SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18. 2008 i Section 3 Page 3 47 of z 0 LJ I W J J 0 0 ABC Design Calculations Pamphlet NOMENCLATURE A BLT ROW - Quantity of 2 -bolt rows and diameter of anchor bolts 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 i BXW - Longitudinal bracing design report ' 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 FO RZ - Maximum horizontal reaction at column base M VERT - Maximum reaction at column base • PG _vertical - Purlin or dirt 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 031BC f . CHANGE WITHOUT• I 10 Section 3 Page 4 48 Of 129 Beam and Column Endwall Design Ver. 47.3 Page 1 American Buildings Company Thu May 11 13:20:04 2017 Job Name: W17G0144A Job Part: 1 LEW BUILDING TYPE IS SINGLE GABLE ENDWALL TYPE IS POST AND BEAM BUILDING WIDTH = 40.000 ft BUILDING LENGTH = 60.000 ft LEFT HEIGHT = 16.000 ft RIGHT HEIGHT = 16.000 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 = 4.000 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 = 60 %g Maximum response acceleration at 1 sec periods S1 = 27.4 %g Seismic site soil classification D Design spectral response acceleration at short periods Sds = 0.528 g Design spectral response acceleration at 1 sec periods Shc = 0.338 g Seismic Design Category D Redundancy factor p = 1.3 Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.162 R=3.25 = 0.211W Force to CBF braced frame connections = nCsW n=2 Cs=Sds/(R/I) R=3.25 = 0.325W Force to CBF collectors = nCsW 0=2 Cs=Sds/(R/I) R=3.25 = 0.325W Force to OMF moment frames = pCsW p=1.30 Cs=Sds/(R/I)=0.151 R=3.5 = 0.196W 49 of 129 • i Beam and Column Endwall Design Ver. 47.3 Page 2 American Buildings Company Thu May 11 13:20:04 2017 Job'•Name:'W17G0144A Job Part: 1 LEW Force to OMF moment frame connections = QCsW n=3 Cs=Sds/(R/I) R=3.5 = 0.453W Force to OMF collectors = nCsW 0=3 Cs=Sds_/(R/I) R=3.5 0.453W Force to roof diaphragm = Sds/(R/I)W R=3.25 0.162W *** 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 0.600 W+ , 3 1.000 D 0.600 W- 4 1.000 D 0.600 WTX+ 5 1.000 D 0.600 WTX- 6 1.074 D+C 0.700 ETX+ ' 7 1.074 D+C 0.700 ETX- 8 1.074 D+C 0.700 ELX: 9 1.000 D+C 0.450 W+ 0.750 L 10 1.000 D+C 0.450 W- 0.750 L 11 0.600 D 0.600 W+ i 12 0.600 D 0.600 W -r" • :. 13 0.600 D 0.600 WTX+ 14 0.600 D 0.600 WTX- 15 0.526 D+C 0.700 ETX+ 16 0.526 D+C 0.700 ETX- • 17 0.526 .D+C 0.700 ELX *** LOADS 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 -7.00 0.00 40.00 0.00 -7.00 D UNIF R 0 0 0 0.00.. 0.00 -3.00 0.00 40.00) 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -20.00 0.00 40.00 0.00 -20.00 W+ UNIF R 0 0 0 0.00 0.00 29.00 10.00 40.00 0.00 29.00 W- UNIF R 0 0 0 0.00 0.00 29.00 0.00 40.00 0.00 29.00 W+ UNIF C 1 1 0 0.00 20.13 0.00 0.00 0.00 20.13 0.00 W- UNIF •C' 1 1 0 0.00 -23.95 0.00 0.00 0.00 -23.95 0.00 W+ UNIF C 2 2 0 0.00 18.89 0.00 0.00 0.00 18.89 0.00 W- UNIF C 2 2 0 0.00 -20.93 0.00 0.00 0.00 -20.93 0.00 , W+ UNIF C 3 3 0 0.00 20.13 0.00 0.00 0.00 20.13 0.00 W- UNIF C 3 3 0 0.00 -23.95 0.00 0.00 0.00 -23.95 0.00 WTX+ UNIF T 0 0 0 0.00 23.56 0.00 0.00 0.00 23.56 0.00 WTX- UNIF T 0 0 0 0.00 -23.56 0.00 0.00 0.00 -23.56 0.00 ETX+ CONC T 0 0 0 16.00 0.80 0.00 0.00• ETX- CONC T 0 0 0 .16.00 -0.80 0.00 0.00 ELX RUNF R 0 0 0 0.00 8.25 0.00 0.00 50 of 129 Beam and Column Endwall Design Ver. 47.3 Page 3 American Buildings Company - Thu May 11 13:20:04 2017 Job Name: W17GO144A Job Part: 1 LEW 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 BUILT-UP 0.000 5 0.250 11.63 2 0.50 0.453 0.120 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB 2 BUILT-UP 20.000 5 0.250 10.50 2 0.50 .0.453 0.120 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft in in in in --------------------------------------------------------- ------ -- 1 BUILT-UP 0.000 6 0.375 11.00 2 0.75 0.039 0.000 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB 2 95C12 20.000 6 0.375 10.00'•' 2 0.75 0.778 0.209 N 3 BUILT-UP 40.000 6 0.375 11.00 2 0.75 0.039 0.000 5.0 X 0.250 in .FLG, 0.134 in WEB 10.000 in 0/0 WEB *** 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 11.500 CORNER COLUMN - @ FSW ` 7.500 11.500 RAFTER - REF PT FSW UPSLOPE 18.569 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 51 of 129 • • • Beam and Column Endwall Design Ver. 47.3 Page 4 American Buildings Company Thu May 11 13:20:04 2017 Job Nime:-W17G0144A Job Part: 1 LEW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE kips kips 2 1 RFO1 80Z15 1 3 2.05 5.89 3 1 RFO1 80Z15 .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 -2.7 -1.9 1.000 D 0.600 W+ 3 -2.7 2.1 1.000 D 0.600 W- 4 1.8 0.0 1.000 D 0.600,WTX+ 5 -0.6 0.0 1.000 D 0..600 WTX- 6 2.5 0.0 1.074 D+C 0.700 ETX+ 7 0.9 0.0 1.074 D+C 0.700 ETX- 8 1.'6 0.0 1.074 D+C 0.700 ELX 9 1.9 -1.4 1.000 D+C 0.450 W+ 0.750 L 10 1.9 1.5 1.000 D+C 0.450 W- 0.750 L 11 -3.0 -1.9 0.600 D 0.600 W+ 12 -3.0 2.1 0.600 D 0.600 W- . 13 1.5 0.0 0.600 D 0.600 WTX+ 14 -0.7 0.0 0.600 D 0.600 WTX- 15 1.7 0.0 0.526 D+C 0.70.0 ETX+ 16 0.6 0.0 0.526 D+C 0.,700 ETX- 17 0.8 0.0 0.526 D+C 0.700 ELX 18 1.5 0.0 1.000 D+C 19 4.0 0.0 1.000 L 20 -5.6 -3.1 1•.000 W+ 21 -5.6 3.4 1.000 W- 22 1.9 0.0 1.000 WTX+ 23 -1.6 0.0 1.000 WTX- 24 1.4 0.0 1.000 ETX+ 25 -1.1 0.0 1.000 ETX- 26• 0."0 0.0 1.000 ELX 27 0.7 0.0 1.000 D 52 of 129 n Beam .and Column Endwall Design Ver. 47..3 Page 5 American Buildings Company Thu May 11 13:20:04 2017 Job Name: W17G0144A Job Part: 1 LEW *** WIND BRACING'DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** LEW => 2 BR5- --------------------------------------------------------------------------- CASE NO: 4. 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 23.56 0.00 0.00 0.00 23.56 0.0,0 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 14.1 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 -------------------------------------------------------------------------- 17.667 20.000 1 BR 5 26.685 1.249 1.666 NA 7.345 CASE NO: 5 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 -23.56 0.00 0.00 0.00 -23.56 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 14.1 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ft ft ft kips kips -------- ------ --- ---- - --- ------ ------ 1 1 17.667 20.000 1 BR 5 26.685 1.249 1.666 CASE NO: 6 LOAD FACT / GROUP => 1.074 D+C 0.700 ETX+ ST FOR A TEN kips kips NA 7.345 --------------- 53 of 129 I* Beam and Column Endwall Design Ver. 47.3 Page 6 .American -Buildings Company, Thu May 11 13:20:04 2017 Job Name: W17GO144A Job Part: 1 LEW ENDWALL BRACING LOAD = LOADS *** + NO T TIER HT BAY QTY SIZE LENGTH HZ FOR HORIZ VERT A TEN ft ft ft kips GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT NA ft kips kips kip -ft ft psf psf LOADS *** ETX+ CONC 16.000 0.80 0.00' 0.00 HORIZ *** LEFT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft GROUP TYPE START • ENDWALL BRACING LOAD = 1.0kips END HORIZ VERT ft kips kips .kip -ft ft psf psf WTX+ UNIF 0.000 23.56 0_00- 0.00 NO T TIER HT 'BAY QTY SIZE LENGTH HZ FOR TN FOR' ST FOR A TEN 20.000 ft ft -- -------- ------ --- ft kips ------ kips ------ kips ------ kips ----- _ 1 1 17.667 20.000 1 ---- ------ BR 5 26.685 L 1.026 1.368 NA 7.345 r------------------------------ CASE'NO: 7 -LOAD FACT / GROUP --------- => 1.074 ----------------.------------------ 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 16.000 -0.80 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 1.0kips 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 17..667 20.000 1 BR 5 26.685 .1.026 1:368 NA 7.345 -------------------------------------------------------------------------- CASE NO:13 LOAD FACT / GROUP => 0.600 D 0.600 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMTJ END HORIZ VERT ft kips kips .kip -ft ft psf psf WTX+ UNIF 0.000 23.56 0_00- 0.00 0.00 23.56 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 14.1 psf ' 54 of 129 Beam and Column Endwall Design Ver. 47.3 Page 7 American Buildings Company Thu May 11 13:20:04 2017 Job Name: W17G0144A 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 17.667 20.000 1 BR 5 26.685 1.249 1.666 NA 7.345 -------------------------------------------------------------------------- CASE NO:14 LOAD FACT / GROUP => 0.600 D 0.600 WTX LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT� END HORIZ VERT kips ft kips kips kip -ft ft psf psf WTX- UNIF 0.000 -23.56 0.00 0.00 0.00 -23.56 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 14.1 psf NO T TIER HT BAY QTY SIZE LENGTH- HZ FOR TN FOR NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips 1 1 17.667 20.000 1 -------------------------------------------------------------------------- ft kips kips kips kips 1 1 17.667 20.000 1 ------------------------------------------------- BR 5 26.685 D+C 1.249 1.666 NA 7.345 CASE NO:15 LOAD FACT / GROUP => 0.526 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 16.000 0.80 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 1.Okips 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 17.667 20.000 1 -------------------------------------------------------------------------- BR 5 26.685 1.026 1.368 ------ NA ----- 7.345 CASE NO:16 LOAD FACT / GROUP => 0.526 D+C 0.700 ETX- 55 of 129 • • Beam and Column Endwall Design Ver. 47.3 Page 8 American Buildings Company Thu May 11 13:20:04 2017 Job Name:' W17G0144A 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 16.000 -0.80 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL.BRACING LOAD = 1.0kips 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 17.667 20.000 1 ;BR 5 26.685 1.026 1.368 NA 7.345 Beam and Column,Endwall Design Ver. 47.3 Page 9 American Buildings Company Thu May 11 13:20:04 2017 Job Name: W17G0144A Job Part: 1 LEW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M LEW VERT M LEW HORZ LOAD FACTOR / LOAD GROUP => 22 1.8kips 2.1kips 1.000,WTX+ 23 1.8kips 2.1kips 1.000 WTX- 24 1.3kips 1.5kips 1.000 ETX+ 25 1.3kips 1.5kips 1.000 ETX- r 57 of 129 I* 0 Beam and Column Endwall Design Ver. 47.3 Page 10 American Buildings Company Thu May 11 13:20:04 2017 Job Name: W17G0144A Job Part: 1 LEW *** SUMMARY MEMBER STRESS REPORT ENDWALL COLUMNS - COL NO MEMBER DESC L CASE S RATIO --------------------------------------------- 1 5xO.250x1OxO.134 1 0.04 2 95C12 3 0.78 3. 5xO.250x1OxO.134 1 O.d4 ENDWALL RAFTERS RAF NO MEMBER DESC L CASE'S RATIO 1• 5x0.250x10x0.134 11 0.-45 2 5xO.250x1OxO.134 11 0.45 WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO ' --------------------------------------------- LEW 2 1 RD BR5- 4 0.23 58 of 129 Beam and Column Endwall Design Ver. 47.3 Page 1 American Buildings Company Thu May 11 13:19:45 2017 Job Name: W17GO144A Job Part: 1 REW BUILDING TYPE IS SINGLE GABLE ENDWALL TYPE IS POST AND BEAM BUILDING WIDTH = 40.000 ft BUILDING LENGTH = 60.000 ft LEFT HEIGHT = 16.000 ft RIGHT HEIGHT = 16.000 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 = 4.000 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 = 60 ag Maximum response acceleration at 1 sec periods S1 = 27.4 %g Seismic site soil classification D Design spectral response acceleration at short periods Sds = 0.528 g Design spectral response acceleration at 1 sec periods.Shc = 0.338 g ,Seismic Design Category D Redundancy factor p = 1.3 - Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.162 R=3.25 = 0.211W Force to CBF braced frame connections = nCsW n=2 Cs=Sds/(R/I) R=3.25 0.325W Force to CBF collectors = QCsW n=2 Cs=Sds/(R/I) R=3.25 = 0.325W - Force to OMF moment frames = pCsW p=1.30 Cs=Sds/(R/I)=0.151 R=3.5 0.196W 59 of 129 • Beam and Column Endwall Design Ver. 47.3 Page 2 American Buildings Company Thu May 11 13:19:45 2017 Job Name: W17GO144A Job Part: 1 REW Force to OMF moment frame connections = nCsW n=3 Cs=Sds/(R/I) R=3.5 = 0.453W Force to OMF collectors = QCsW n=3 Cs=Sds/(R/I) R=3.5 0.453W Force to roof diaphragm = Sds/(R/I)W R=3.25 0.162W *** 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 0.600 W+ 3 1.000 D 0.600 W- 4 1.000 D 0.600 WTX+ 5 1.000 D 0.600 WTX- 6 1.074 D+C 0.700 ETX+ 7 1.074 D+C 0.700 ETX- 8 1.074 D+C 0.700 ELX 9 1.000 D+C 0.450 W+ 0.750 L 10 1.000 D+C 0.450 W- 0.750 L 11 0.600 D 0.600 W+ 12 0.600 D 0.600 W- 13 0.600 D 0.600 WTX+' 14 0.600 D 0.600 WTX- 15 0.526 D+C 0.700 ETX+ 16 0.526 D+C 0.700 ETX-. 17 0.526 D+C 0.700 ELX *** LOADS HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT END HORIZ VERT ft kips kips D+C UNIF R 0 0 0 0.00 0.00 -7.00 D UNIF R 0 0 0 0.00 0.00 -3.00 L UNIF R 0 0 '0 0.00 0.00 -20.00 W+ UNIF R 0 0 0 0.00 0.00 29.00 W- UNIF R 0 0 0 0.00 0.00 29.00 W+ UNIF C 1 1 0 0.00 20.13 0.00 W- UNIF C 1 1 0 0.00 -23.95 0.00 W+ UNIF C 2 2 0 0.00 18.89 0.00 W- UNIF C 2 2 0 0.00 -20.93 0.00 W+ UNIF C 3 3 0 0.00 20.13 0.00 W- UNIF C 3 3 0 0.00 -23.95 0.00 WTX+ UNIF T 0 0 0 0.00 23.56 0.00 WTX- UNIF T 0 0 0 0.00 -23.56 0.00 ETX+ CONC T 0 0 0 16.00 0.80 0.00 ETX- CONC T 0 0 0 16.00 -0.80 0.00 ELX RUNF R 0 0 0 0.00 8.25 0.00 kip -ft ft psf psf 0.00 40.00 0.00 -7.00 0.00 40.00 0.00 -3.00 0.00 40.00 0.00 -20.00 0.00 40.00 0.00 29.00 0.00 40.00 0.00 29.00 0.00 0.00 20.13 0.00 0.00 0.00 -23.95 0.00 0.00 0.00 18.89 0.00 0.00 0.00 -20.93 0.00 0.00 0.00 20.13 0.00 0.00 0.00 -23.95 0.00 0.00 0.00 23.56 0.00 0.00 0.00 -23.56 0.00 0.00 0.00 0.00 60 of 129 Beam and Column Endwall Design Vera 47.3 Page 3 American Buildings Company Thu May 11 13:19:45 2017 Job Name: W17GO144A Job Part: 1 REW 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 BUILT-UP 0.000 5 0.250 11.63 2 - 0.50 0.453 0.120 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB 2 BUILT-UP 20.000 5 0.250 10.50 2 0.50 0.453 0.120 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft in in in in -------------- -------- ----------------------------------- ------ -- 1 BUILT-UP 0.00.0 6 0.375 11.00 2 0.75 0.039 0.000 ,5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB 2 95C12 20.000 6 0.375 10.00 2 0.75 0.778 0.209 N 3 BUILT-UP 40.000 6 0.375 11.00 2 0.75 0.039 0.000 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED CORNER COLUMN - @ FSW 7.500 11.500 - CORNER COLUMN - @ RSW 7.500 11.500 RAFTER - REF PT FSW UPSLOPE 18.569 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 61 of 129 Beam and Column Endwall Design Ver. 47.3 Page 4 American Buildings Company Thu May 11 13:19:45 2017 Job Name: W17G0144A Job Part: 1 REW 62 of 129 *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE kips kips 2 1 RF02 80Z15 1 3 2.05 5.89 .3 1 RF02 80Z15 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 -2.7 -1.9 1.000 D 0.600 W+ 3 -2.7 2.1 1.000 D 0.600 W- 4 1.8 0.0 1.000 D 0.600 WTX+ 5 -0.6 0.0 1.000 D 0.600 WTX- 6. 2.5 0.0 1.074 D+C 0.700 ETX+ 7 0.9 0.0 1.074 D+C 0.700 ETX- 8 1.6 0.0 1.074 D+C 0.700 ELX 9 1.9 -1.4 1.000 D+C 0.450 W+ 0.750 L 10 1.9 1.5 1.000 D+C 0.450 W- 0.750 L 11 -3.0 -1.9 0.600 D 0.600 W+ 12 -3.0 2.1 0.600 D 0.600 W- 13 1.5 0.0 0.600 D 0.600 WTX+ 14 -0.7 0.0 0.600 D 0.600 WTX- 15 1.7 0.0 0.526 D+C 0.700 ETX+ 16 0.6 0.0 0.526 D+C 0.700 ETX- 17 0.8 0.0 0.526 D+C 0.700 ELX 18 1.5 0.0 1.000 D+C 19 4.0 0.0 1.000 L 20 -5.6 -3.1 1.000 W+ 21 -5.6 3.4 1.000 W- 22. 2.0 0.0 1.000 WTX+ 23 -1.8 0.0 1.000 WTX- 24 1.5 0.0 1.000 ETX+ 25 -1.2 0.0 1.000 ETX- 26 0.0 0..0 1.000 ELX 27 0.7 0.0 1.000 D 62 of 129 Beam and Column Endwall Design Ver. 47.3 Page 5 American Buildings Company Thu May 11 13:19:45 2017 Job Name: W17G0144A Job Part: 1 REW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** REW => 1 BR5- -------------------------------------------------------------------------- CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WTX+ • LOADS *** CASE NO: 6 LOAD FACT / GROUP => 1.074 D+C 0.700 ETX+ 63 of 129 HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX+ UNIF 0.000 23.56 0.00 0.00 0.00 23.56 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 14.1 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 17.667 20.000 1 BR 5 26.685' 1.249 1.666 NA 7.345 -------------------------------------------------------------------------- CASE NO: 5 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 -23.56 0.00 0.00 0.00 -23.56 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 14.1 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 17.667 20.000 1 BR 5 26.685 1.249 1.666 NA ----- 7.345 CASE NO: 6 LOAD FACT / GROUP => 1.074 D+C 0.700 ETX+ 63 of 129 0 Beam and Column Endwall Design Vera 47.3 Page 6 American -Buildings Company Thu May 11 13:19:45 2017 Job Name: W17G0144A Job Part: 1 REW LOADS *** HORIZ VERT GROUP TYPE START psf/. psf/ MOMT ,END HORIZ VERT ft kips kips kip -ft ft psf. psf ETX+ CONC 16.000 0.80 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 1.Okips 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' 17.667 20.000 1 BR'5 26.685 1.026 1.368 NA 7.345 --------------------------------------------------------------------- CASE NO: 7 LOAD FACT / GROUP => 1.074 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 16.000 -0.80 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED Y BAY 20.000 ft ENDWALL BRACING LOAD = 1.Okips 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 -17.667 20.000 1 ---- ------ BR 5 26.685 ------ 1.026 ------ 1.368 ------ NA ----- 7.345 -------------------------------------------------------------------------- CASE NO:13 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 23.56 0.00 0.00 0.00 23.56 0.00 *** RIGHT ENDWALL BRACING - DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD = 14.1 psf _ { 64 of 129 Beam and Column Endwall Design Ver. 47.3 Page 7 7 American Buildings Company Thu May 11 13:19:45 2017 Job Name: W17G0144A Job Part: 1 REW 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 17.667 20.000 1 BR 5 26.685 1.249 1.666 NA 7.345 -----------------------------------------------------.--=------------------ CASE NO:14 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 -23.56 0.00 0.00 0.00 -23.56 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 20..000 ft ENDWALL BRACING LOAD = 14.1 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 17.667 20.000 1 BR 5 26.685 1.249 1.666 NA 7.345 --------------------------------- --------------------- -------------------- CASE NO:15 LOAD FACT / GROUP => 0.526 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 16.000 0.80 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 20.000 ft ENDWALL BRACING LOAD 1.Okips' 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 17.667 20.000 1 BR 5 26.685 1.026 1.368 NA 7.345 ------------------------------------------7------------------------------- CASE NO:16 LOAD FACT / GROUP => 0.526 D+C 0.700 ETX- 65 of 129 Beam and Column Endwall Design Ver. 47.3 Page 8 American.Buildings Company Thu May 11 13:19:45 2017 Job Name: W17G0144A Job Part: 1 REW LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX- CONC 16.000 -0.80 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY_ 20.000 ft ENDWALL BRACING LOAD = 1.Okips k 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 17.667 20.000 1 BR 5 26.685 1.026 1.368 NA 7.345 am and Column Endwall Design Ver. 47.3 Page erican Buildings Company Thu May 11 13:19:45 20 b Name: W17G0144A Job Part: 1 REW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M REW VERT M REW HORZ LOAD FACTOR /.LOAD GROUP => ---- ---------- ---------- ----------- ---------- 22 1.8kips 2.1kips 1.000 WTX+ 23 1.8kips 2.lkips 1.000 WTX- 24 1.3kips 1.5kips 1.000 ETX+ 25 1.3kips 1.5kips 1.000 ETX- 67 of 129 0 Beam and Column Endwall Design Ver. 47.3 Page 10 American Buildings Company Thu May 11 13:19:45 2017 Job Name: W17G0144A Job Part: 1 REW r 68 of 129 *** SUMMARY MEMBER STRESS REPORT ENDWALL COLUMNS COL NO MEMBER DESC L CASE S RATIO 1 5X0.250xlOxO.134 1 0.04 2 95C12 3 0.78' 3 5x0.250xlOx0.134 1 0.04 ENDWALL RAFTERS RAF. NO MEMBER DESC L CASE S RATIO . --------------------------------------------- 1 5X0.250x1OX0.134 11 0.45 2 5X0.250x1OX0.134 11~ 0.45 WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO --------------------------------------------- REW 1 1 RD BR5- 4 0.23 r 68 of 129 Longitudinal Bracing Design Ver. 47.3 Page 1 American Buildings Company Thu May 11 11:36:02 2017 Job Name: W17G0144A Job Part: 1 BXW BUILDING TYPE IS SINGLE GABLE BUILDING WIDTH = 40.000 ft BUILDING LENGTH = 60.000 ft LEFT HEIGHT = 16.000 ft RIGHT HEIGHT = 16.000 ft LEFT SLOPE = 1.000' :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 20.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2016 California 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 = 4.000 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 = 60 og Maximum response acceleration at 1 sec periods S1 = 27.4 %g Seismic site soil classification D Design spectral response acceleration at short periods Sds = 0.528 g Design spectral response acceleration at 1 sec periods Shc = 0.338 g Seismic Design Category D Redundancy factor p = 1.3 Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.162 R=3.25 0.211W Force to CBF braced frame connections = nCsW .0=2 Cs=Sds/(R/I) R=3.25 = 0.325W Force to CBF collectors = QCsW 4=2 Cs=Sds/(R/I) R=3.25 = 0.325W Force to roof diaphragm = Sds/(R/I)W R=3.25 0.162W *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. 69 of 129 0 Longitudinal Bracing Design Ver. 47.3 Page • 2 American Buildings Company Thu May 11 11:36:02 2017 Job Name: W17GO144A Job Part: 1 • BXW - ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD t COMBINATIONS TYPE M -FM CASE LOAD FACT GROUP => psf/ -------- 1 1.000 D+C 1.000 L nR kips ----- .2 1.000 D+C 1.000 L nL 0 3 1.000 D 0.600 WPIP-> nR 0 4 1.000 D 0.600 WPIP<- nL UNIF 5 1.000 D 0.600 WNIP-> nR -20.00 6 1.000 D 0.600 WNIP<- nL 0.00 7 1.074 D+C 0.700 E-> nR 0 8 1.074 D+C 0.700 E<- nL B 9 0.895 D+C 0.583 QE-> nR WPIP<- 10 0.895 D+C 0.583 nE<- nL -12.13 11 1.000 D+C 0.450 WPIP-> 0.750 L nR 12 1.000 D+C 0.450 WPIP<- •0.750-L B 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 0.00 16 0.600 D 0.600 WPIP<- nL 3 17 0.600 D• 0.600 WNIP-> nR B 18 0.600 D 0.600 WNIP<- nL WNIP<- 19 0.526 D+C 0.700 E-> nR 0.00 20 0.526 D+C 0.700 E<- nL 4 21 0.438 D+C 0.583 SnE-> nR 0 22 0.438 D+C 0.583 nE<- nL RUNF *** LOADS 0 0 0.00 10.25 0.00 MOMT END HORIZ VERT kip -ft ft psf psf ---- ----- ----- ---- 0.00 40.00 0.00 -7.00 0.00 40.00 0.00 -3.00 0.00 40.00' 0.00 -20.00 0.00 .0.00 6.98 0.00 0.00 40.00 0.00 20.13 0.00 0.00 12.13 0.00 0.00 0.00'-12.13 0.00 0.00 40.00 0.00 20.13 0.00 0.00 -6.98 0.00 0.00 0.00 15.30 0.00 0.00 40.00 0.00 11.80 0.00 0.00 3.80 0.00 0:00 0.00 -3.80 0.00 0.00 40.00 0.00 11.80 0.00 0.00 -15.30 0.00 0.00 0.00 0.00 0.00 70 of 129 HORIZ= VERT GROUP TYPE M -FM TO FL START psf/ psf/ -------- ---- - -- -- -- ft ----- kips ----- kips ---- D+C UNIF R 0 0 0 0.00 0.00 -7.00 D UNIF R 0 0 0 0.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -20.00 WPIP-> UNIF B 1 3 1 0.00 6.98 0.00 WPIP-> UNIF R 0 0 0 0.00 0.00 20.13 WPIP-> UNIF B 1 3 4 0.00 12.13 0.00 WPIP<- UNIF B 1 3 1 0.00 -12.13 0.00 WPIP<- UNIF R 0 0 0 0.00 0.00 20.13 WPIP<- UNIF B 1 3 4 0.00 -6.98 0.00 WNIP-> UNIF B 1 3 1 0.00 15.30 0.00 WNIP-> UNIF R 0 0 0 0.00 0.00 11.80 WNIP-> UNIF B 1 3 4 0.00 3.80 0.00 WNIP<- WNIP<- UNIF B 1 3 1 0.00 -3.80 0.00 WNIP<- UNIF R 0 0 0-' 0.00 0.00 11.80 WNIP<- UNIF B 1 3 4 0.00 -15.30 0.00 E-> RUNF R 0 0 0 0.00 10.25 0.00 nE-> RUNF R 0 0 0 0.00 10.25 0.00 E<- RUNF R 0 0 0 0.00 -10.25 0.00 nE<- RUNF R 0 0 0 0.00 -10.25 0.00 MOMT END HORIZ VERT kip -ft ft psf psf ---- ----- ----- ---- 0.00 40.00 0.00 -7.00 0.00 40.00 0.00 -3.00 0.00 40.00' 0.00 -20.00 0.00 .0.00 6.98 0.00 0.00 40.00 0.00 20.13 0.00 0.00 12.13 0.00 0.00 0.00'-12.13 0.00 0.00 40.00 0.00 20.13 0.00 0.00 -6.98 0.00 0.00 0.00 15.30 0.00 0.00 40.00 0.00 11.80 0.00 0.00 3.80 0.00 0:00 0.00 -3.80 0.00 0.00 40.00 0.00 11.80 0.00 0.00 -15.30 0.00 0.00 0.00 0.00 0.00 70 of 129 Longitudinal Bracing Design Ver. 47.3 Page 3 American Buildings Company Thu May 11 11:36:02 2017 Job Name: W17GO144A Job Part: 1 BXW FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** RSW => 2 BR5- *** ROOF BRACING LOCATIONS BY BAY NUMBER *** ROOF => 2 ------------------------------------------------------------ ------------- CASE NO: 1 LOAD FACT / GROUP => 1.000 D+C1.000 L nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.032 APPLIED AXIAL: 0.011 0.119 -0.011 0.097 CARRIEDT X: 0.097 #2 0.065 APPLIED- AXIAL: 0.022, 0.076 -0.022 0.032 CARRIEDT X: 0.032 #3 0.032 APPLIED4 AXIAL: 0.011 0.022 -0.011 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.032 APPLIED4 AXIAL: 0.011 0.119 -0.011 0.130 CARRIEDJ- X: 0.130 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 5 0.000 1 19.542 --=---------------- 8055 EAVE STRUT -------- 0.000 ----- ---- 0.248 2 20.000 8055 EAVE STRUT 0.118 '1.449 3 19.542 8055 EAVE STRUT -0.012 0.247 2 1 20.000 1 19.542 8OZ15 SINGLE ZEE 0.000 0.760 2 20.000 8OZ16 SINGLE ZEE 0.059 0.792 3 19.542 8OZ15 SINGLE ZEE -0.024 0.760 71 of 129 0 Longitudinal Bracing Design Ver. 47.3 Page ' 4 American. Buildings Company Thu May 11 11:36:04 2017 Job*Name:,W17G0144A Job Part: 1 BXW 3 5r 40.000 1 19.542 8055 EAVE STRUT 0.000 0.248 2 20.000 80S5 EAVE STRUT 0.012 0.263 3 19.542 80S5 EAVE STRUT -0.012 0.247 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.093 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips - --------------- --- ---- ------ ------ ------ 24.900 0.142 0.176 ------ NA ----- 7.345 1 1 14.833 20.000 1 BR 5 *** ROOF•BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.093 NO, BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft , kips kips kips kips -- ------ 20.000 --- ---- ------ ------ ------ 1 BR 5 28.333 0.106 0.150 ------ NA ----- 7.345 2 20.000 1 BR 5 28.333 0.035 0.050 NA 7.345 --------'------------------------------------------------------------------ CASE NO: 2 LOAD FACT /,GROUP => 1.000 D+C 1.000 L- nL ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.032 APPLIEDF AXIAL: -0.011 0.119 0.011 0.097 CARRIEDT X: 0.097 #2 0.065 APPLIEDF AXIAL: -0.022 0.076 0.022 0.032 CARRIEDT X: 0.032 #3 0.032 APPLIEDF AXIAL: -0.011 0.022 0.011 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.032 APPLIEDF AXIAL: -0.011 0.119 0.011 0.130 CARRIEDy X: 0.130 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 5 0.000 1 19.542 8055 SAVE STRUT 0.000 0.248 2 20.000 80S5 EAVE STRUT 0.130 .1.449 3 19.542 80S5 EAVE STRUT 0.012 0.247 2 1 20.000 1 19.542 8OZ15 SINGLE ZEE 0.000 0.760 2 20.000 8OZ16 SINGLE ZEE 0.083 0.792 72 of 129 Longitudinal Bracing Design Ver. 47.3 Page 5 American Buildings Company Thu May 11 11:36:04 2017 Job Name: W17G0144A Job Part: 1 BXW 3 19.542 80Z15 SINGLE ZEE 0.024 0.760 3 • 5 40.000 1 19.542 8055 EAVE STRUT 0.000 0.248 2 20.000 8055 EAVE STRUT 0.024 0.263 3 19.542 8055 EAVE STRUT 0.012 0.247 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.094 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 14.833 20.000 1 BR 5 24.900 0.142 0.176 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.094 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips -- ------ - ---- ------ ------ ------ ------ ----- 1 20.000 1 BR 5 28.333 0.106 0.151 NA 7.345 2 20.000 1 BR 5 28.333 0.035 0.050 NA 7.345 CASE NO: 3 LOAD FACT / GROUP => 1.000 D 0.600 WPIP-> nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.921 APPLIED4 AXIAL: 0.336 3.290 -0.583 2.953 CARRIEDT X: 2.953 #2 2.032 APPLIED-) AXIAL: 0.742 1.665 -1.288 0.921 CARRIEDT X: 0.921 #3 0.921 APPLIED4 AXIAL: 0.336 0.337 -0.583 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.921 APPLIED4 AXIAL: 0.336 3.290 -0.583 3.874 CARRIEDy X: 3.874 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE ft ft kips 1 5 0.000 1 19.542 8055 EAVE STRUT 0.335 2 20.000 8055 EAVE STRUT 3.289 3 19.542 8055 EAVE STRUT -0.583 2 1 20.000 1 19.542 80Z15 SINGLE ZEE 0.739 0 STRUT PIPE RATIO CONN 0.248 1.449 0.247 0.760 73 of 129 Longitudinal Bracing Design Ver. 47.3 Page 6 American.Buildings Company Thu May 11 11:36:04 2017 Job Name: W17GO144A Job Part: 1 BXW 2 20.000 80Z16 SINGLE ZEE 1.662 0.792 3 19.542 80Z15 SINGLE ZEE -1.288 0.760 3 5. 40.000 1 19.542.80S5 EAVE STRUT 0.335 0.248 2 20.000 80S5 EAVE STRUT 0.336 0.263 3 19.542 80S5 EAVE STRUT -0.583 0.247 *** 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 14.833 20.000 1 BR 5 24.900 3.874 4.823 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 20.000 1 BR 5 28.333 2.953 4.183 NA 7.345 2 20.000 1 BR 5 28.333 0.921 1.304 NA 7.345 ------------------------------------------------------------=------------- CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WPIP<- nL ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 «3 #1 0.921 APPLIED(- AXIAL: -0.583 3.290 0.336 2.953 CARRIEDT X: 2.953 #2 2.032 APPLIED(- AXIAL: -1.288 1.665 0.742 0.921 CARRIEDT X: 0.921 #3 0.921 APPLIED(- AXIAL: -0.583 0.337 '0.336 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY:` 1 2 3 #1 0.921 APPLIED(- AXIAL: -0.583. 3.290 0.336 3.874 CARRIEDJ, X: 3.874 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE ft ft kips -- ----------- 1 5 0.000 -- ------- 1 19.542 ------------------- 8055 EAVE-STRUT. -------- -0.582 2 20.000 8055 EAVE STRUT 3.290 3 19.542 8055 EAVE STRUT 0.336 STRUT PIPE RATIO CONN 0.248 1.449 0.247 74 of 129 Longitudinal Bracing Design Ver. 47.3 Page 7 American Buildings Company Thu May 11 11:36:04 2017 Job Name: W17GO144A Job Part: 1 BXW 2 1 20.000 1 19.542 80Z15 SINGLE ZEE -1.286 0.760 2 20.000 80Z16 SINGLE ZEE 1.665 0.792 3 19.542 8OZ15 SINGLE ZEE 0.742 0.760 3 5 40.000 1 '19.542 80S5 EAVE'STRUT -0.582 0.248 2 20.000 80S5 EAVE STRUT 0.337 0.263 3 19.542 80S5 EAVE STRUT 0.336 0.247 *** 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 ANO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 1.1 14.833 20.000 1 BR 5 24.900 3.874 4.823 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 20.000 1 BR 5 28.333 2.953 4.183 NA 7.345 2 20.000 1 BR 5 28.333 0.921 1.304 NA 7.345 -------------------------------------------------------------------------- CASE NO: 5 LOAD FACT / GROUP => 1.000 D 0.600 WNIP-> nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.921 APPLIEDa AXIAL: 0.736 3.690 -0.184 2.953 CARRIEDT X: 2:953 #2 2.032 APPLIED4 AXIAL: 1.625 2.548 -0.405 0.921 CARRIEDT X: 0.921 #3 0.921 APPLIED4 AXIAL: 0.736 0.737 -0.184 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.921 APPLIED-) AXIAL: 0.736 3.690 -0.184 3.874 CARRIED.b X: 3.874 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 5 0.000 1 19.542 8055 EAVE STRUT 0.735 0.248 2 20.000 80S5 EAVE STRUT 3.689 1.449 75 of 129 Longitudinal Bracing Design Ver. 47.3 Page 8 American Buildings Company Thu May 11 11:36:04 2017 Job Name: W17GO144A Job Part: 1 BXW 76 of 129 3 19.542 80S5 EAVE STRUT -0.184 0.247 2. 1 20.000 1 19.542 8OZ15 SINGLE ZEE 1.622 0.760 2 20.000 8OZ16 SINGLE ZEE 2.545 0.792 3 19.542 80Z15 SINGLE ZEE -0.405 0.760 "3 5 40.000 1 19.542 80S5 EAVE STRUT,t 0.735 0.248 2 20.000 80S5 EAVE STRUT 0.736 0.263 3 19.542 80S5, EAVE STRUT -0.184 0.247 *** 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 - w QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN , ---- ft ft ------- ------ , ., ft kips --- ---- ------ ------ ------ kips kips ------ kips ----- 1,1- 14.833 20.000 1 BR 5 24.900 3.874. 4.823 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 20.000 1 BR 5 28.333 2:953 4.183 NA 7.345 2 20.000 1 BR 5 28.333 0.921 1.304 NA 7.345 CASE NO: 6 LOAD FACT / GROUP => 1.000 D 0.600 WNIP<- nL ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.921 APPLIED(- AXIAL: -0.184 3.690 0.736 2.953 CARRIEDT X: 2.953 #2 2.032 APPLIED(- AXIAL: -0.405 2.548 1.625 0.921 CARRIEDT X: 0.921 #3 0.921 APPLIED(- AXIAL: -0.184 0.737 0.736 WALL.FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.921 APPLIED(- AXIAL: -0.184 3..690 0.736 3.874 CARRIEDJ, X. 3.874 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 ----------- -- 5 0.000 1 -------------------------- 19.542 80S5 -EAVE STRUT -------- -0.182 ----- ---- 0.248 . 1 76 of 129 Longitudinal Bracing Design Ver. 47.3 Page 9 American Buildings Company Thu May 11 11:36:04 2017 Job Name: W17GO144A Job Part: 1 BXW 2 20.000 8055 EAVE STRUT 3.690 1.449 3 19.542 80S5 EAVE STRUT 0.736 0.247 2 1 20.000 1 19.542 8OZ15 SINGLE ZEE -0..403 0:760 2 20.000 8OZ16 SINGLE ZEE 2.548 0.792 3 19.542 80Z15 SINGLE ZEE 1.625 0.760 3 5 40.000 1 19.542 80S5 EAVE STRUT -0.182 0.248 2 20.000 80S5 EAVE STRUT 0.737 0.263 3 19.542 80S5 EAVE STRUT 0.736 0.247 *** 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 14.833 20.000 1 BR 5 24.900 3.874 4.823 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 20.000 1 BR 5 28.333 2.953 4.183 NA 7.345 2 20.000 1 BR 5 28.333 0.921 1.304 NA 7.345 -------------------------------------------7-------------------------- CASE NO: 7 LOAD FACT / GROUP => 1.074 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 0.250 h/744 0.230 h/807 #2 0.516 h/389 0.507 h/396 #3 0.602 h/308 0.602 h/308 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.162W STRUT BAY: 1 2 3 #1 0.708 APPLIED-) AXIAL: 0.236 2.598 -0.236 2.125 CARRIEDT X: 2.125 #2 1.417 APPLIED4 AXIAL: 0.472 1.653 -0.472 0.708 CARRIEDT X: 0.708 #3 0.708 APPLIED4 AXIAL: 0.236 0.472 -0.236 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)=0.162 R=3.25 = 0.211W STRUT BAY: 1 2 3 77 of 129 6 Longitudinal Bracing Design Ver. 47.3 Page 10 American Buildings Company Thu May 11 11:36:04 2017 Job Name:'W17GO144A Job Part: 1 BXW #1 '0.918 APPLIED-) AXIAL: 0.306 3.367 -0.306 3.673 CARRIEDy X: 3.673 . 78 of 129 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)=0.162 R=3.25 = 0.211W STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN -- 1 ----------- ---------------------------- 5 0.000 1 19.542 8055 EAVE STRUT -------- 0.000 ----- ---- 0.248 2 20.000 8055 EAVE STRUT 3.144 1.449 3 19.542 80S5 EAVE STRUT -0.314 0.247 2' 1' 20.000 1 19.542 80Z15 SINGLE ZEE 0.000 0.760 2 20.000 8OZ16 SINGLE ZEE 1.209 0.792 3 19.542 8OZ15 SINGLE ZEE -0.484 0.760 3 5 40.000 1 19.542 80S5 EAVE STRUT 0.000 0.248 2 20.000 8055 EAVE STRUT 0.314 0.263 3 19.542 80S5 EAVE STRUT -0.314 0.247 *** •.RSW.WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.024 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 14.833 20.000 1 BR 5 24.900 3.762 4.683 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.024 NO BAY QTY SIZE LENGTH .HZ FOR TN FOR QST FOR A TEN ft ft kips kips kips kips 1 20.000 1 BR 5 28.333 2.177 3.084 NA 7.345 2 20.000 1 BR 5 28.333 0.726 1.028 NA 7.345 CASE NO: 8 LOAD FACT / GROUP => 1.074 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 0.228 h/814 ' 0.254 h/731 #2 0.504 h/399 a 0.529 h/380 r J 78 of 129 Longitudinal Bracing Design Ver. 47.3 1 Page 11 American Buildings Company Thu May 11 11:36:04 2017 Job Name: W17G0144A Job Part: 1 BXW #3 0.608 h/305 0.614 h/302 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.162W STRUT BAY: 1 2 3 #1 0.708 APPLIED(- AXIAL: -0.236 2.598 0.236 2.125 CARRIEDT X: 2.125 #2 1.417 APPLIED(- AXIAL: -0.472 1.653 0.472 0.708 CARRIEDT X: 0.708 #3 0.708 APPLIED(- AXIAL: -0.236 0.472 0.236 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)=0.162 R=3.25=•0.211W STRUT BAY: 1 2 3 #1 0.918 APPLIED(- AXIAL: -0.306 3.367 0.306 3.673 CARRIED4, X: 3.673 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)=0.162 R=3.25 = 0.211W STRUT BAY: 1 2 3 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE -----ft - ----_ft - ----kips RATIO CONN • -- --- - ------------------- ----- ---- 1 5 0.000 1 19.542 8055 SAVE STRUT 0.000 0.248 2 20.000 8055 EAVE STRUT 3.459 1.4'49 3 19.542 8055 EAVE STRUT 0.314 0.247 2 1 20.000 1 19.542 80Z15 SINGLE ZEE 0.000 0.760 2 20.000 80Z16 SINGLE ZEE 1.693 0.792 3 19.542 80Z15 SINGLE ZEE 0.484 0.760 3 5 40.000 1 19.542 8055 EAVE STRUT 0.000 0.248 2 20.000 8055 EAVE STRUT 0.629 0.263 3 19.542 8055 EAVE STRUT 0.314 0.247 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.024 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 14.833 20.000 1 BR 5 24.900 3.763 4.685 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.024 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips 79 of 129 Longitudinal Bracing Design Ver. 47.3 Page 12 American Buildings Company Thu May 11 11:36:04 2017 Job Name:`W17G0144A Job Part: -1 BXW - 1 r- ------ 20.000 --- 1 1 ------ 5 28.333 ------ 2.177 Longitudinal Bracing Design Ver. 47.3 Page 12 American Buildings Company Thu May 11 11:36:04 2017 Job Name:`W17G0144A Job Part: -1 BXW - 1 r- ------ 20.000 --- 1 ---- BR ------ 5 28.333 ------ 2.177 ------ 3.084 ------ NA ----- 7.345 2, 20.000 1 BR 5 28.333 0.726 1.028 NA 7.345 80 of 129 Longitudinal Bracing Design Ver. 47.3 Page 13 American Buildings Company Thu May 11 11:36:04 2017 Job Name: W17GO144A Job Part: 1 BXW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE ---- M RSW VERT ---------- M RSW HORZ LOAD FACTOR / LOAD GROUP => 23 4.8kips ---------- 6.4kips ----------- 1.000 WPIP-> ---------- nR 24 4.8kips 6.4kips 1.000 WPIP<- nL 25 4.8kips 6.4kips 1.000 WNIP-> nR 26 4.8kips 6.4kips 1.000 WNIP<- nL 27 3.9kips 5.2kips 1.000 E-> nR 41 28 3.9kips 5.2kips 1.000 E< nL 29 O.Okips O.Okips 1.000 D+C D+C 30 O.Okips O.Okips 1.000 D 8.1.074 31 0.1kips 0.1kips 1.000 L CASE *** LOAD CASE SUMMARY B2 CASE NO: 1 1.000 D+C + 1.000 L nR 1.09 CASE NO: 2 1.000 D+C + 1.000 L nL 1.09 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 WNIP-> nR 1.00 CASE NO: 6 1.000 D + 0.600 WNIP<- nL 1.00 CASE NO: 7 1.074 D+C + 0.700 E-> nR 1.02 CASE NO: 8.1.074 D+C + 0.700 E<- nL 1.02 CASE NO: 9 0.895 D+C +-0.583 nE-> nR i.02 CASE NO: 10 0.895 D+C + 0.583 nE<- nL 1.02 CASE NO: 11 1.000 D+C + 0.450 WPIP-> + 0.750 L nR 1.04 CASE NO: 12 1.000 D+C + 0.450 WPIP<- + 0.750 L nL 1.04 • CASE NO: 13 1.000 D+C + 0.450 WNIP-> + 0.750 L nR 1.06 CASE NO: 14 1.000 D+C + 0.450 WNIP<-.+ 0.750 L nL 1.06 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 0.526 D+C + 0.700 E-> nR 1.01 CASE NO: 20 0.526 D+C + 0.700 E<- nL 1.01 CASE NO: 21 0.438 D+C + 0.583 CIE-> nR 1.01 CASE NO: 22 0.438 D+C + 0.583 K)E<- nL 1.01 81 of 129 Longitudinal Bracing Design Ver. 47.3 Page 15 American Buildings Company Thu May 11 11:36:04 2017 Job Name: W17G0144A Job Part: 1 BXW • 1 *** SUMMARY MEMBER STRESS REPORT WALL X BRACING WALL' BAY TR TYPE X -BRACE L CASE S RATIO ------------------------------ RSW 2 1 RD BR5- 10 0.81 ROOF X BRACING TYPE XB NO-.--- X -BRACE L CASE S RATIO -- RD BR5- 3 0.57 2RD BR5- 3 0.18 • 1 { 82 of 129 SECTION 4 PURLIN AND GIRT 83 of 129 • 0 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" 9 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, 2012 Edition, are as follows: T8" T 9 12' T 17' a, T 9 1/2" T 50(. 50 50/y�T/'i �� 2 1/2" 7/gV 3„ 1" c 3 118" 2 12' 7/8.. � 1, 3/4"'C DIMENSIONS, PROPERTIES AND CAPACITIES 3I I 13116- 12' 3/16"12' T 3 1/8" N 1 3/16" Li� SEC'nON THICKNESS T (in.) WEIGHT (lbs./ft.) AREA (i.?) Ix (in. 1) (Full) Sx (i..3) (Effective) rx (m.) Iv (i..,) (Full) Sv (in.3) (Effective) ry (in.) MAX ALLOW • SHEAR (KIPS) MAX ALLOW* MOMENT (KIP -Fr.) SZ 16 0.060 2.87 0.84 8.09 1.74 3.10 1.22 0.32 1.20 2.60 4.77 8Z 15 1 0.067 320 0.94 18.99 1.97 13.09 1.36 10.38 1.20 3.63 5.39 8Z 14 0.075 3.59 1.05 10.02 2.27 3.09 1.51 0.45 1.20 5.11 6.22 8Z 13 0.089 4.26 1.25 11.80 2.81 3.08 1.77 0.58 1.19 8.57 7.70 SZ 12 0.099 4.73 1.39 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 9.5Z 14 0.075 4.27 1.26 17.04 3.08 3.68 2.59 0.56 1.44 4.24 8.46 9.SZ13 0.089 15.07 1.49 20.09 3.75 3.68 1 3.04 0.73 1.43 7.11 10.30 9.5Z 12 0.099 5.64 1.66 22.24 4.32 3.67 3.36 0.84 1.43 9.81 1 11.86 12Z 13 0.089 5.98 1.76 36.36 5.34 4.55 3.66 0.86 1.45 5.54 14.64 12Z 12 0.099 6.65 1.96 40.29 6.21 4.55 4.04 1.01 1.44 7.64 17.04 12Z11 0.120 8.06 2.37 48.42 7.81 4.54 4.83 1.30 1.43 13.66 21.44 906 0.060 2.87 0.84 7.94 1.80 3.07 0.71 0.36 1 0.92 2.60 4.94 8C 15. 0.067 1 3.20 0.94 8.82 2.05 1 3.07 0.79 0.40 0.92 3.63 5.62 8014 0.075 3.59 1.05 9.81 2.37 3.06 0.87 0.45 0.91 5.11 6.51 SC13 0.089 4.26 1.25 11.53 2.88 3.05 1.01 0.54 0.91 8.57 7.90 8C12 0.099 4.73 1.39 12.73 3.18 3.05 1.11 0.60 0.90 10.82 8.74 9.5C15 0.067 3.82 1.12 15.02 2.76 3.66 1.36 0.57 1.10 3.02 7.58 9.504 0.075 4.27 1.26 16.74 3.17 3.65 1 1.51 0.64 1 1.10 4.24 8.71 9.503 0.089 5.07 1.49 119.69 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 0.90 1.13 5.54 15.91 1202 0.099 6.65 1.96 39.85 6.64 4.52 2.48 1.00 1.13 7.64 18.23 12CI1 0.120 8.06 2.37 47.78 1 7.96 4.51 2.94 1.22 1.12 13.66 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 NOTICE REVISED AUGUST 28. 2015 . c Section 4 Page 1 84 of 129 AMERICAN BUILDINGS COMPANY Fr o n t R o o f D e s i g n Designer: VDF . Version Number: Ver. 47.3 Job Number: W17G0144A, Module.: 1 Date/Time: 05/11/17 11:36 AM ------------------------------------------------- 7 ------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 40.000 ft 60.000 ft 20.000 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 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 = 4.000 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) = 22.657 psf ----------- ---------------------------------------------------------------- Anti-Roll Region #1 from eave to peak Width: 20.0693 ft On Slope: 1:12 Lines(np): 4 W(gravity): 22.127 psf At Frame Line: 2 Applied Force(PL): 1164.1 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 No. (feet) Spacing Line Region Clip ---------------------------------------- 1 1.50 4.00 Y 1 Y(Uphill) 2 6.50 5.00 Y ` 3 11.50 4.64 4 15.78 4.28 5 20.07 2.14 Y Lt.Edge Rt.Edge Weight Package Package (lbs) ------------------------- 209.5 209.5 TYP 209.5 209.5 226.9 eave strut LINE WEIGHT TOTAL 1065.1 EXTENDED WEIGHT TOTAL 1065.1 Page 1 of 12 85 of 129 • 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 4.285 8.569 13.569 18.569 Applied loads and adjusted loads: 0.940 psf= 0.937 to 0.937 lb/ft D 20.000 psf= 19.862 to 19.862 lb/ft L+ -67.516 psf= -67.516 to 67.516 lb/ft W(at eave corner)- 16.000 psf= 16.000 to 16.000 lb/ft W(at eave corner)+ _ -44.860 psf= -44.860 to 44.860 lb/ft W(at rake edge) 16.000 psf= 16.000 to 16.000 lb/ft W(at rake edge)+ -44.860 psf= -44.860 to -44.860 lb/ft W(at eave edge) - 16.000 psf= 16.000 to 16.000 lb/ft W(at eave edge)+ -26.735 psf= -26.735 to -26.735 lb/ft W(typical)- 16.000 psf= 16.000 to 16.000 lb/ft 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 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Reaction = 120.216 lb; Capacity = 281.143 lb;.Check Ratio = 0.428 Load Combination: D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -39.573 lb/ft On a simple span of 4.285 ft Moment = -90.812 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.659 Load Combination: D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 lb/ft On a simple span of 4.285 ft • Moment = 24.180 ft -lb; Capacity =.110.778 ft -lb; Check Ratio 0.218 Load Combination: D + 0.6W(at rake edge). - Check By ASD; No Deflection Limit Net uniform load of -25.979 -25.979 -25.979 -25.979 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft. Shear = -79.150 lb + Bending = 71.009 ft -1b; Check Ratio = 0.655 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 4.285 4.285 5.000 5.000 ft Reaction = 60.902 lb; Capacity = 281.143 lb; Check Ratio = 0.217 Load Combination: D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -25.979 lb/ft On a simple span of 4.285 ft Moment = -59.617 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.433 Load Combination: D + 0.6W(at eave edge)+ Page 2 of 12 86 of 129 Check By ASD; No Deflection Limit Net uniform load of 10.537 lb/ft On a simple span of 4.285 ft Moment = 24.180 ft -lb; Capacity = 110:778 ft -lb; Check Ratio = 0.218 Load Combination: D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.104 -15.104 -15.104 -15.104 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -46.017 lb + Bending = 41.284 ft -lb; Check Ratio = 0.381 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 4.285 4.285 5.000 5.000 ft • Reaction = 60.902 lb; Capacity = 281.143 lb; Check Ratio = 0.217 Load Combination: D + 0.45W(at eave corner)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 lb/ft On a simple span of 4.285 ft Moment = 52.857 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.477 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 4.285 4.285 5.000 5.000 ft Reaction = 133.132 lb; Capacity = 281.143 lb; Check Ratio = 0.474 Load Combination: D + 0.45W(at eave edge)+ + 3/4L+ Check By ASD; `No Deflection Limit Net uniform load of 23.033 lb/ft On a simple span of 4.285 ft Moment = 52.857 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.477 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 4.285 4.285 5.000 5.000 ft Reaction = 133.132 lb; Capacity = 281.143 lb; Check Ratio = 0.474 Load Combination: 0.6D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -39.948 lb/ft On a simple span of 4.285 ft Moment = -91.672 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.666 Load Combination: 0.6D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 lb/ft On a simple span of 4.285 ft Moment = 23.320 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.211 Load Combination: 0.6D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -26.354 -26.354 -26.354 -26.354 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -80.291 lb + Bending = 72.033 ft-lb;.Check Ratio = 0.665 Load Combination: 0.6D + 0.6W(at rake edge)+ Page 3 of 12 87 of 129 Check By ASD; No Deflection Limit Net uniform load of . 10.162 10.162 10.162 10.162 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Reaction = 58.736 lb; Capacity = 281.143 lb; Check Ratio = 0.209 Load Combination: 0.6D + 0.6W(at eave edge)- Check By ASD;•No Deflection Limit Net uniform load of -26.354 lb/ft On a simple span of 4.285 ft Moment = -60.477 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.439 Load Combination: 0.6D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 lb/ft' On a simple span of 4.285 ft Moment = 23.320 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.211 Load Combination: 0.6D + 0.6W(typical)- Check-By ASD; No Deflection Limit Net uniform load of -15.479 -15.479 -15.479 -15.479 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -47.159 lb + Bending = 42.308 ft -1b; Check Ratio = 0.390 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 4.285 4.285 5.000 5.000 ft Reaction = 58.736 lb; Capacity = 281.143 lb; Check Ratio = 0.209 Load Combination: D + 1/4W(at eave corner) Check By ASD; L/60 Deflection Limit Net uniform load of -16.077 lb/ft On a simple span of 4.285 ft Moment = -36.894 ft -lb; Capacity =-137.725_ft-1b; Check Ratio =0.268 Load Combination: D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 lb/ft On a simple span of 4.285 ft Moment = 11.402 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.103 Load Combination: D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.368 -10.368 -10.368 -10.368 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -31.588 lb + Bending = 28.339 ft -lb; Check Ratio = 0.261 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 4.285 4.285 5.000 5.000 ft Reaction = 28.719 lb; Capacity = 281.143 lb; Check Ratio = 0.102 Load Combination: D + 1'/4W(at eave edge) Check By ASD; L/60 Deflection Limit Net uniform load of -10.368 lb/ft On a simple span of 4.285 ft Moment -23.792 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.173 'Load Combination: D + 1/4W(at eave edge)+ Page 4 of 12 88 of 129 Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 lb/ft On a simple span of 4.285 ft Moment = 11.402 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.103 Load Combination: D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -5.800 -5.800 -5.800 -5.800 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -17.672 lb + Bending = 15.854 ft -lb; Check Ratio = 0.146 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 4.285 4.285 5.000 5.000 ft Reaction = 28.719 lb; Capacity = 281.143 lb; Check Ratio = 0.102 • Load Combination:. D + 0.19W(at eave corner)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 lb/ft On a simple span of 4.285 ft Moment = 43.274 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.391 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 4.285 4.285 5.000 5.000 ft Reaction = 108.995 lb; Capacity = 281.143 lb; Check Ratio = 0.388 Load Combination: D + 0.19W(at eave edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 lb/ft On a simple span of 4.285 ft Moment = 43.274 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.391 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 4.285 4.285 5.000 5.000 ft Reaction = 108.995 lb; Capacity = 281.1.43 lb; Check Ratio = 0.388 Load Combination: 0.6D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.452 lb/ft On a simple span of 4.285 ft Moment = -37.754 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.274 Load Combination: 0.6D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 lb/ft On a simple span of 4.285 ft Moment = 10.542 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.095 Load Combination: 0.6D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.743 -10.743 -10.743 -10.743 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -32.729 lb + Bending = 29.363 ft -lb; Check Ratio = 0.271 Load Combination: 0.6D + 1/4W(at rake edge)+ Page 5 of 12 89 of 129 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 0.458 ft With a 4.000 ft Edge Strip at Lt End and a 4.000 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 0.706 DESIGN SUMMARY . Roof purlin line 1 (Strut Line) Span _ Check By ASD; L/60 Deflection Limit` Mark e Right Net uniform load of 4.594 4.594 4.594 4.594 lb/ft Check Continuous spans of 4.285 4.285 5.000 5.000 ft No. Reaction = 26.553 lb; Capacity = 281.143 lb; Check Ratio = 0.094 - Load Combination: 0.6D + 1/4W(at eave.edge)- Ratio Check --------------------------------------------------------------------------- Check By ASD; L/60 Deflection Limit (ft) (ft) Net uniform load of -10.743 lb/ft On a simple span of 4.285 ft 1L 0.458 8OZ15 Moment = -24.652 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.179 No Load Combination: 0.6D + 1/4W(at eave edge)+ 0.760 web crippling Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 lb/ft 16 L/• 93 On a simple span of 4.285 ft 1 19.542 • Moment = 10.542 ft -lb; Capacity 110.778 ft -lb; Check Ratio = 0.095 0 Load Combination: 0.6D + 1/4W(typical)- 16 0.760 web crippling Check By ASD; L/60 Deflection Limit Net uniform load of -6.175 -6.175 -6.175 -6.175 lb/ft 35 Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -18.813 lb + Bending = 16.878 ft -lb; Check Ratio = 0.156 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 4.285 4.285 5.000 .5.000 ft Reaction = 26.553 lb; Capacity = 281.143 lb; Check Ratio = 0.094 Load Combination: L+ No Stress Design; L/60 Deflection Limit Net uniform load of 19.862 19.862 19.862 19.862 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Deflection = 0.068 inches; Limit•= 1.000 inches; Check Ratio = 0.068 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 0.458 ft With a 4.000 ft Edge Strip at Lt End and a 4.000 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 0.706 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) 1L 0.458 8OZ15 0.000 0.000 0 No 16 0.760 web crippling 16 L/• 93 deflection 1 19.542 80Z15 0.000 2.000 0 No 16 0.760 web crippling 35 L/ 493 deflection Page 6 of 12 90 of 129 2 20.000 80Z16 2.000 2.000 0 No 16 0.792 compression+bending Check By ASD; No Deflection 35 L/4552 deflection 3 19.542 80Z15 2.000 0.000 0 No 16 0.760 web crippling By ASD; No Deflection Limit 3 35 L/ 493 deflection 3R 0.458 80Z15 0.000 0.000 0 No 16 0.760 web crippling No Deflection Limit 4 D + 0.6WPIP<- 16 L/ 93 deflection Total weight (extended) = 209.5 (209.5) lbs. Max check ratio = 0.792 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 1.07D + 0.7E-> Check By ASD; No Deflection Limit 13 1.07D + 0.7E< - Check By ASD; No Deflection Limit 14 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit 15 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 16 D+C + 0.45W+ +,3/4L 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 22 0.6D + 0.6WPIP-> Check By ASD; No Deflection Limit 23 0.6D + 0.6WPIP<- Check By ASD; No Deflection Limit Page 7 of 12 91 of 129 • 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 0.53D + 0.7E-> • Check By ASD; No Deflection Limit 32 0.53D + 0.7E<- Check By ASD; No Deflection Limit 33 0.53(D+C) + 0.7E-> Check By ASD; No Deflection Limit 34 0.53(D+C) + 0.7E<:- .7E<-Check CheckBy 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;1/180 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 21.869 0.000 21.869 0.000 3 UNIF L ALL. 79.448 0.000 79.448 0.000 4 UNIF W- 1L -116.001 0.000 -116.001 0.458 5 UNIF W- 1 -116.001 0.000 -116.001 3.542 6 UNIF W- 1 -97.876 3.542 -97.876 19.542 7 UNIF W- 2 -97.876 0.000 -97.876 20.000 8 UNIF W- 3 -97.876 0.000 -97.876 16.000 9 UNIF W- 3 -116.001 16.000 -116.001 19.542- 9.54210 10 UNIF W- 3R -116.001 0.000 -116.001 0.458 11 UNIF W+ ALL 64.000 0.000 64.000 0.000 12 UNIF WPIP-> 1L -116.001 0.000 -116.001 0.458 .13 UNIF WPIP-> 1 -116.001 0.000 -116.001 3.542 14 UNIF WPIP-> 1 -97.876 3.542 -97.876 19.542 15 UNIF WPIP-> .2 -97.876 0.000 -97.876 20.000 16 UNIF WPIP-> 3 -97.876 0.000 -97.876 19.542 17 UNIF WPIP-> 3R -97.876 0.000 -97.876 0.458 Page 8 of 12 92 of 129 18 UNIF WPIP<- 1L -97.876 0.000 -97.876 0.458 19 UNIF WPIP<- 1 -97.876 0.000 -97.876 19.542 20 UNIF WPIP<- 2 -97.876 0.000 -97.876 20.000 21 UNIF WPIP<- 3 -97.876 0.000 -97.876 16.000 22 UNIF WPIP<- 3 -116.001 16.000 -116.001 19.542 23 UNIF WPIP<- 3R -116.001 0.000 -116.001 0.458 24 UNIF WNIP-> 1L -83.376 0.000 -83.376 0.458 25 UNIF WNIP-> 1 -83.376 0.000 -83.376 3.542 26 UNIF WNIP-> 1 -65.251 3.542 -65.251 19.542 27 UNIF WNIP-> 2 -65.251 0.000 -65.251 20.000 28 UNIF WNIP-> 3 -65.251 0.000 -65.251 19.542 29 UNIF WNIP-> 3R -65.251 0.000 -65.251 0.458 30 UNIF WNIP- 1L -65.251 0.000 -65.251 0.458 31 UNIF WNIP<- 1 -65.251 0.000 -65.251 19.542 32 UNIF WNIP<- 2 -65.251 0.000 -65.251 20.000 33 UNIF WNIP<- 3 -65.251 0.000 -65.251 16.000 • 34 UNIF WNIP<- 3 -83.376 16.000 -83.376 19.542 35 UNIF WNIP<- 3R -83.376 0.000 -83.376 0.458 36 AXLD WPIP-> 1 0.616 0.000 0.000 0.000 37 AXLD WPIP-> 2 1.380, 0.000 0.000 0.000 38 AXLD WPIP-> 3 -1.071 0.000 0.000 0.000 39 AXLD WPIP<- 1 -1.071 0.000 0.000 0.000 40 AXLD WPIP<- 2 1.380 0.000 0.000 0.000 41 AXLD WPIP<- 3 0.616 0.000 0.000 0.000 42 AXLD WNIP-> 1 1.352 0.000 0.000. 0.000 43 AXLD WNIP-> 2 2.116 0.000 0.000 0.000 44 AXLD WNIP-> 3 -0.336 0.000 0.000 0.000 45 AXLD WNIP<- 1 -0.336 0.000 0.000 0.000 46 AXLD WNIP<- 2 2.116 0.000 0.000 0.000 47 AXLD WNIP<- 3 1.352 0.000, 0.000 0.000 48 AXLD E-> 2 0.833 0.000 0.000 0.000 49`AXLD E-> 3 -0.333 0.000 0.000 0.000 50 AXLD E<- 2 1.166 0.000 0.000 0.000 51 AXLD E<- 3 0.333 0.000 0.000 0.000 52 AXLD D+C 2 0.007 0.000 0.000 0.000 53 AXLD D+C. 3 -0.003 0.000 0.000 0.000 ------------------------------------------------------------------_--------- Roof purlin 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 0.458 ft With a 4.000 ft Edge Strip at Lt End and a 4.000 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 .0.706 DESIGN SUMMARY 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 8OZ15 0.000 0.000 0 No 4 0.944 web crippling Page 9 of 12 93 of 129 0 ----------------------------------------------------- Roof'purlin line 5 (Save Strut) Design Spacing -------------------- -------------------- 2.142 ft Page 10 of 12 94 of 129 4 L/ 75 deflection 1 19:542 80Z15 0.000 2.000 0 No 4 0.944 web crippling 7 L/ 395 deflection 2 20.000 80Z16 2.000 2.000 0 No 4 0.983 bending 7 L/3641 deflection 3 19.542 80Z15 2.000 .0.000 0 No 4 0.944 web crippling 7 L/ 395 deflection 3R 0.458 80Z15 0.000 0.000 0 No 4 0.944 web crippling 4 L/ 75 deflection Total weight (extended) = 209.5 (209.5) lbs. Max check ratio = 0.983 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 27.336 0.000 27:336 0.000 3 UNIF L ALL 99.310 0.000 99.310 0.000 4 UNIF W- 1L -145.002 0.000 -145.002 0.458 5 UNIF W- 1 -145.002 0.000 -145.002 3.542 6 UNIF W- 1 .-122.345 3.542 -122.345 19.542 7 UNIF W- 2 -122.345 0.000 -122.345 20.000 8 UNIF W- 3 -122.345 0.000 -122.345 16.000 9 UNIF W- 3 -145.002 16.000 -145.002 19.542 10 UNIF W- r3R -145.002 0.000 -145.002 0.458 11 UNIF W+ ALL 80.000 0.000 80.000 0.000 ----------------------------------------------------- Roof'purlin line 5 (Save Strut) Design Spacing -------------------- -------------------- 2.142 ft Page 10 of 12 94 of 129 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 0.458 ft Wind Suction Coefficient 0.000 Wind Pressure Coefficient 0.000 DESIGN SUMMARY ' Roof purlin line 5 (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 11 0.124 bearing at bolt 0 L/ 999 deflection 1 19.542 8055 0.000 0.000 0 No 11 0.248 bearing at bolt 20 L/9999 deflection 2. 20.000 8055 0.000 0.000 0 No 8 0.263 bearing at bolt 20 L/9999 deflection 3 19.542 8055 0.000 0.000 0 No 12 0.247 bearing at bolt 20 L/9999 deflection 3R 0.458 8055 0.000 0.000 0 No 12 0.123 bearing at bolt 0 L/ 999 deflection Total weight (extended) = 226.9 (226.9) lbs. Max check ratio = 0.263 LOAD COMBINATIONS Roof purlin line 5 (Save Strut) No. Load Case Description 1 D+C + 0.6WPIP-> Check By ASD; No Deflection Limit • 2 D+C + 0.6WPIP<- Check By ASD; No Deflection Limit 3 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 4 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 5 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit . 6 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 7 83.3333% x 1.07(D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 8 83.3333% x 1.07(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 0.53(D+C) + 0.7E-> Check By ASD; No Deflection Limit 14 0.53(D+C) + 0.7E< - Check By ASD; No Deflection Limit' Page 11 of 12 95 of 129 Page 12 of 12 96 of 129 15 83.3333% x 0.53 (D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 16 83:3333% x 0.53(D+C) + 0.752E< - ASD Special Seismic; No Deflection Limit 17 0.42WPIP-> No Stress Check; L/180 Deflection Limit 18 .0.42WPIP<- No Stress Check; L/180,Deflection Limit 19 0.42WNIP-> No Stress Check; L/180 Deflection Limit 20 0.42WNIP<-' No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 5 (Save Strut) • No: Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 AXLD WPIP-> 1 0.558 0.000 0.000 0.000 + 2 AXLD WPIP-> 2 0.558 0.000 0.000 0.000 3 AXLD WPIP-> 3 -0.970 0.000 0.000 0.000 4 AXLD WPIP<- 1 -0.970 0.000 0.000 0.000 5 AXLD WPIP<- 2 0.558 0.000 0.000 .0.000 6 AXLD WPIP<- 3 0.558 0.000 0.000 0.000 7 AXLD WNIP-> 1 1.224 0.000 0.000 0.000 8 AXLD WNIP-> 2 1.224 0.000 0.000 0.000 9 AXLD WNIP-> 3 -0.304 0.000 0.000 0.000 10 AXLD WNIP<- 1 .-0.304 0.000 0.000 0.000 11 AXLD WNIP<- 2 1.224 0.000 0.000 0.000 12 AXLD WNIP- 3 1.224 0.000 0.000 0.000 13 AXLD E-> 2 0.433 0.000 0.000 0.000 14 AXLD E-> 3 -0.433 0.000 0.000 0.000 15 AXLD 52E-> 2 0.666 0.000 0.000 0.000 16 AXLD nE-> 3 -0.666 0.000 ..0.000 0.000 17 AXLD E<- 2 0.866 0.000 0.000 0.000 18 AXLD E<- 3 0.433 0.000 0.000 0.000 19 AXLD nE<- 2 1.332 0.000 0.000 0.000 20 AXLD nE<- 3 0.666 0.000 0.000 0.000 21 AXLD D+C 2 0.003 0.000 0.000 0.000 22 AXLD D+C 3 -0.003 '0.000 0.000 0.000 Page 12 of 12 96 of 129 N AMERICAN BUILDINGS COMPANY R e a r R o o f D e s i g n Designer: VDF Version Number: Ver. 47.3 Job Number: W17G0144A, Module: 1 Date/Time: 05/11/17 11:36 AM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 40.000 ft 60.000 ft 20.000 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear:" 16.000 ft 0.000 ft Right 1 C I 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 = 4.000 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) = 22.657 psf --------------------------------------------------------------------------- Anti-Roll Region #1 from eave-to peak. Width: 20.0693 ft On Slope: 1:12 Lines(np): 4 W(gravity): 22.127 psf At Frame Line: 2 Applied Force(PL): 1164.1 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) 209.5 2 6.50 5.00 Y 209.5 TYP 3 11.50 4.64 209.5 4 15.78 4.28 209.5 5 20.07 2.14 Y 226.9 eave strut LINE WEIGHT TOTAL 1065.1 EXTENDED WEIGHT TOTAL 1065.1 Page 1 of 12 97 of 129 1 • 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 4.285 8.569 13.569 18.569 Applied loads and adjusted loads: 0.940 psf= 0.937 to 0.937 lb/ft D 20.000 psf= 19.862 to 19.862 lb/ft L+ -67.516 psf= -67.516 to -67.516 lb/ft W(at eave corner) - 16.000 psf= 16.000 to 16.000 lb/ft 'W(at eave corner)+ -44.860 psf= -44.860 to .-44.860 lb/ft W(at rake edge) 16.000 psf= 16.000 to 16.000 lb/ft W(at rake edge)+ • _44.'860 psf= -44.860 to -44.860 lb/ft W(at-eave edge) - 16.000 psf= 16.000 to 16.000 lb/ft W(at eave edge)+ -26.735 psf= -26.735 to -26.735 lb/ft W(typical)- 16.000 psf= 16.000 to 16.000 lb/ft 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 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Reaction = 120.216 lb; Capacity = 281.143 lb; Check Ratio = 0.428 .Load Combination: D + 0.6W(at eave corner). - Check By ASD; No Deflection Limit Net uniform load of -39.573 lb/ft On a simple span of 4.285 ft • Moment = -90.812 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.659 Load Combination: D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 lb/ft On a simple•span of 4.285 ft Moment = 24.180 ft -lb; Capacity,= 110.778, ft -lb; Check Ratio = 0.218 Load Combination: .D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -25.979 -25.979 -25.979 -25.979 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear -79.150 lb + Bending = 71.009 ft-1b;.Check Ratio= 0.655 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 4.285 4.285 5.000 5.000 ft Reaction = 60.902 lb; Capacity,= 281.143'lb; Check Ratio = 0.217 Load Combination: D + 0.6W(at eave edge)- Check,By ASD; No Deflection Limit Net uniform load of -25.979 lb/ft On a simple span of 4.285 ft Moment = -59.617-ft-lb; Capacity = -137.725 ft -lb; Check Ratio = 0.433 Load Combination: D + 0.6W(at eave edge)+ Page 2 of 12 ., 98 of 129 Check By ASD; No Deflection Limit Net uniform load of 10.537 lb/ft On a simple span of 4.285 ft Moment = 24.180 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.218 Load Combination: D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.104 -15.104 -15.104 -15.104 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -46.017 lb + Bending = 41.284 ft -1b; Check Ratio = 0.381 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 4.285 4.285 5.000 5.000 ft Reaction = 60.902 lb; Capacity = 281.143 lb; Check Ratio = 0.217 Load Combination: D + 0.45W(at eave corner)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 lb/ft On a simple span of 4.285 ft Moment = 52.857 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.477 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 4.285 4.285, 5.000 5.000 ft Reaction = 133.132 lb; Capacity = 281.143 lb; Check Ratio = 0.474 Load Combination: D + 0.45W(at eave edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 lb/ft On a simple span of 4.285 ft Moment = 52.857 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.477 • 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 4.285 4..285 5.000 5.000 ft Reaction = 133.132 lb; Capacity = 281.143 lb; Check Ratio = 0.474 Load Combination: 0.6D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -39.948 lb/ft On a simple span of 4.285 ft Moment = -91.672 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.666 Load Combination: 0.6D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 lb/ft . On a simple span of 4.285 ft Moment = 23.320 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.211 Load Combination: 0.6D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of 26.354 -26.354 -26.354 -26.354 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -80.291 lb + Bending = 72.033 ft -1b; Check Ratio = 0.665 Load Combination: 0.6D + 0.6W(at rake edge)+ Page 3of12 99 of 129 Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 10.162 10.162 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Reaction= 58•.736 lb; Capacity =•281.143 lb Check Ratio = 0.209 Load Combination: 0.6D + 0.6W(at eave edge) Check By ASD; No Deflection Limit Net uniform load of -26.354 lb/ft On a simple span of 4.285 ft Moment = -60.477 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.439 Load Combination: 0.6D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit. Net uniform load of 10.162 lb/ft On a simple span of 4.285 ft • Moment = 23.320 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.211 Load Combination: 0:6D + 0.6W(typical)- Check By ASD;'No Deflection Limit Net uniform load of -15.479 -15.479 -15.479 -15.479 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = 47.159 lb + Bending = 42.308 ft -lb; Check Ratio = 0.390 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 4.285 4.285 5.000 5.000 ft Reaction = 58.736*1b;.Capacity, = 281.143 lb; Check Ratio = 0.209 Load Combination: D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.077 lb/ft On a simple span of 4.285 ft Moment = -36:894 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.268 Load Combination: D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 lb/ft On a simple span of 4.285 ft" Moment = 11.402 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.103 Load Combination: D + 1/4W(at rake edge)- Check By ASD; L/60 Deflection Limit Net uniform load of -10.368 10.368 10.368 -10.368 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -31.588 lb + Bending = 28.339 ft -lb; Check Ratio = 0.261. 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 4.285 4.285 5.000 5.000 ft Reaction = 28.719 lb; Capacity = 281.143 lb; Check Ratio = 0.102 Load Combination: D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.368 lb/ft On a simple span of 4.285 ft Moment = 23.792 ft -lb; Capacity = -137.725 ft -1b; Check Ratio = 0.173 Load Combination: D + 1/4W(at eave edge)+ Page 4 of 12 100 of 129 Check By ASD; L/60 Deflection Limit Net uniform load of 4.969 lb/ft On a simple span of 4.285 ft Moment = 11.402 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.103 Load Combination: D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -5.800 -5.800 .-5.800 -5.800 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -17.672 lb + Bending = 15.854 ft -lb; Check Ratio = 0.146 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 4.285 4.285 5.000 5.000 ft Reaction = 28.719 lb; Capacity = 281.143 lb; Check Ratio = 0.102 • Load Combination: D +.0.19W(at eave corner)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 lb/ft On a simple span of 4.285 ft Moment = 43.274 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.391 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 4.285 4.285 5.000 5.000 ft Reaction = 108.995 lb; Capacity = 281.143 lb; Check Ratio = 0.388 Load Combination: D + 0.19W(at eave edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.857 lb./ft On a simple span of 4.285 ft Moment = 43.274 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.391 • 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 4.285 4.285 5.000 5.000 ft Reaction = 108.995 lb; Capacity = 281.143 lb; Check Ratio = 0.388 Load Combination: 0.6D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.452 lb/ft On a simple span of 4.285 ft Moment = -37.754 ft -lb; Capacity.= -137.725 ft -lb; Check Ratio = 0.274 Load Combination: 0.6D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 lb/ft On a simple span of 4.285 ft Moment = 10.542 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.095 Load Combination: 0.6D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.743 -10.743 -10.743 -10.743 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -32.729 lb + Bending = 29.363 ft -lb; Check Ratio = 0.271 Load Combination: 0.6D + 1/4W(at rake edge)+ Page 5of12 101 of 129 t 1 Check By.ASD; L/60 Deflection Limit Net uniform load of 4.594 4.594 4.594 4.594 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Reaction 26.553 lb; Capacity = 281.143 lb; Check Ratio = 0.094 Load Combination: 0.6D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of _10.743 lb/ft On a simple span of 4.285 ft Moment = -24.652 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.179 Load Combination: 0.6D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.594 lb/ft On a simple span of 4.285 ft Moment = 10.542 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.095 Load Combination: 0.6D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -6.175 -6.175 -6.175 -6.175 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Shear = -18.813 lb + Bending = 16.878 ft -lb; Check Ratio = 0.156 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 4.285 4.285 5.000 5.000 ft , Reaction= 26.553 lb; Capacity = 281.143 lb; Check Ratio = 0.094 Load Combination: L+ No Stress Design; L/60 Deflection Limit Net'uniform load of 19.862 19.862 19.862 19.862 lb/ft Continuous spans of 4.285 4.285 5.000 5.000 ft Deflection = 0.068 inches; Limit = 1.000 inches; Check Ratio = 0.068 --------------------------------------------------------------------=------ 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 0.458 ft With a 4.000 ft Edge Strip at Lt End and a 4.000 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 0.706 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) ---------------------------------------------------- 1L 0.458 8OZ15 0.000 0.000 0 No ---------------------- 16 0.760 web crippling 16 L/ 93 deflection 1 19.542 8OZ15 0.000 2.000 0 No 16 0.760 web crippling 35 L/ 493 deflection Page 6 of 12 102 of 129 2 20.000 80Z16 2.000 2.000 0 No 16 0.792 compression+bending Check By ASD; No Deflection 35 L/4552 deflection 3 19:542 80Z15 2.000 0.000 0 No 16 0.760 web crippling By ASD; No Deflection Limit 3 35 L/ 493 deflection 3R 0.458 80215 0.000 0.000 0 No 16 0.760 web crippling No Deflection Limit 4 D + 0.6WPIP<- 16 L/ 93 deflection Total weight (extended) = 209.5 (209.5) lbs. Max check ratio = 0.792 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 1.07D + 0.7E-> Check By ASD; No Deflection Limit 13 1.07D + 0.7E< - Check By ASD; No Deflection Limit 14 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit 15 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 16 D+C +.0.45W+ + 3/4L Check By ASD; No Deflection Limit 17 D+C + 0.45WPIP-> + 3/4L Check By ASD; No Deflection Limit 18 D+C + 0.4.5WPIP<- + 3/4L Check By ASD; No Deflection Limit 19 D+C + 0.45WNIP-> + 3/4L Check By ASD; No Deflection Limit 20 D+C + 0.45WNIP<- + 3/41, Check By ASD; No Deflection Limit 21 0.6D + 0.•6w - Check By ASD; No Deflection Limit 22 0.6D + 0.6WPIP-> Check By ASD; No Deflection Limit 23 0.6D + 0.6WPIP<- Check By ASD; No Deflection Limit Page 7of12 103 of 129 E 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 280.6(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 0.53D + 0.7E-> " Check By ASb; No Deflection Limit 32, 0.53D + 0.7E< - Check By ASD; No Deflection Limit 33 0.53(D+C) + 0.7E-> Check By ASD; No Deflection Limit' 34 0.53(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 0.4.2WPIP-> No Stress Check; L/180 Deflection Limit 39 0.42WPIP<- No Stress Check; L/180 Deflection Limit 40 0.42WNIP7> •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 21.869 0.000 21.869 0.000 3 UNIF L ALL 79.448 0.000 79.448 0.000 4 UNIF W- 1L -116.001, 0.000 --116.001 0.458 5 UNIF W- 1• -116.001 0.000 -116.001 3.542 6 UNIF W- 1. -97.876 3.542 -97.876 19.542 7 UNIF W- 2 -97.876 0.000 -97.876 20.000 8 UNIF W- 3 -97.876 0.000 -97.876 16.000 9 UNIF W- 3 -116.001 16.000 116.001 19.542 10 UNIF W- 3R -116.001 0.000 -116.001 0.458 11 UNIF W+ ALL 64.000 0.000 64.000 0.000 12 UNIF WPIP-> 1L -116.001 0.000 -116.001 0.458 13 UNIF WPIP-> 1 -116.001. 0.000 -116.001 3.542 14 UNIF WPIP-> 1 -97.876 3.542 -97.876. 19.542 15 UNIF WPIP-> 2 -97.876 0.000 -97.876 20.000 16 UNIF WPIP-> 3 -97.876 0.000 -97.876 19.542 17 UNIF WPIP-> .3R -97.876 0.000 -97.876 0.458 Page 8 of 12 104 of 129 18 UNIF WPIP<- 1L -97.876 0.000 -97.876 0.458 19 UNIF WPIP<- 1 -97.876 0.000 -97.876 19.542 20 UNIF WPIP<- 2 -97.876 0.000 -97.876 20.000 21 UNIF WPIP<- 3 -97.876 0.000 -97.876 16.000 22 UNIF WPIP<- 3 -116.001 16.000 -116.001 19.542 23 UNIF WPIP<- 3R -116.001 0.000 -116.001 0.458 24 UNIF WNIP-> 1L -83.376 0.000 -83.376 0.458 25 UNIF WNIP-> 1 -83.376 0.000 -83.376 3.542 26 UNIF WNIP->. 1 -65.251 3.542 -65.251 19.542 27 UNIF WNIP-> 2 -65.251 0.000 -65.251 20.000 28 UNIF WNIP-> 3 -65.251 0.000 -65.251 19.542 29 UNIF WNIP-> 3R -65.251 0.000 -65.251 0.458 30 UNIF WNIP<- 1L -65.251 0.000 -65.251 0.458 31 UNIF WNIP<- 1 -65.251 0.000 -65.251 19.542 32 UNIF WNIP<- 2 -65.251 0.000 -65.251 20.000 33 UNIF WNIP<- 3 -65.251 0.000 -65.251 16.000 • 34 UNIF WNIP<- 3 -83.376 16.000 -83.376 19.542 35 UNIF WNIP<- 3R -83.376 0.000 -83.376 0.458 36 AXLD WPIP-> 1 0.616 0.000 0.000 0.000 37 AXLD WPIP-> 2 1.380 0.000 0.000 0.000 38 AXLD WPIP-> 3 -1.071 0.000 0.000 0.000 39 AXLD WPIP<- 1 -1.071 0.000 0.000- 0.000 40 AXLD WPIP<- 2 1.380 0.000 0.000 0.000 41 AXLD WPIP<- 3 0.616 0.000 0.000 0.000 42 AXLD. WNIP-> 1 1.352 0.000 0.000 0.000 43 AXLD WNIP-> 2 2.116 0.000 0.000 0.000 44 AXLD WNIP-> 3 -0.336, 0.000 0.000 0.000 45 AXLD WNIP<- 1 -0.336 0.000 0.000 0.000 46 AXLD WNIP<- 2 2.116 0.000 0.000 0.000 47 AXLD WNIP- 3 1.352 0.000 0.000 0.000 48 AXLD E-> 2 0.833 0.000 0.000 0.000 49 AXLD E-> 3 -0.333 0.000 0.000 0.000 50 AXLD E<- 2 1.166 0.000 0.000 0.000 51 AXLD E<- 3 0.333 0.000 0.000 0.000 • 52 AXLD D+C 2 0.007 0.000 0.000 0.000 53 AXLD D+C 3 -0.003 0.000 0.000 0.000 -------------------------------------------------------------------- Roof purlin 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 0.458 ft With a 4.000 ft Edge Strip at Lt End and a 4.000 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 0.706 DESIGN SUMMARY 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 80215 0.000 0.000 0 No 4 0.944 web crippling Page 9 of 12 105 of 129 4 L/ 75 deflection 1 19.542 8OZ15 0.000 2.000 0 No 4. 0.944 web crippling `- 7 L/ 395 deflection 2 20.000 80Z16 2.000 2.000 0 No 4 0.983 bending ._ 7 L/3641 deflection 3 19.542 80Z15 2.000 0.000 0' No 4 0.944 web crippling t 7 L/ 395 deflection , 3R 0:958 8OZ15 0.000 0.000- 0 No 4 0.944 web crippling` 4 L/ 75 deflection Total weight (extended) = 209.5 (209.5) lbs. Max check ratio = 0.983, 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 27.336 0.000 27.336 0.000' 3 UNIF L ALL 99.310 0.000 99.310 0.000 4 UNIF W- 1L -145.002 0.000 -145.002 0.458 5 UNIF .W- 1 -145.002 0.000 -145.002 3.542 6 UNIF W- 1 -122.345 3.542 -122.345 19.542 7 UNIF W- 2 -122.345 0.000 -122.345 20.000 8 UNIF W- 3 -122.345 0.000 -122.345 16.000 9 UNIF W- 3 -145.002 16.000 -145.002 19.542 10 UNIF W- 3R -145.002 0.000 -145.002 0.458 ` 11 UNIF W+ ALL 80.000 0.000 - 80.000 0.000 --------------------------------------------------------=------------------ Roof --------------------------------------------------------------------------- purlin line 5 (Save Strut) Design 'Spacing 2.142 ft Page 10 of 12 106 of 129 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 0.458 ft Wind Suction Coefficient 0.000 Wind Pressure Coefficient 0.000 DESIGN SUMMARY D+C + 0.6WPIP-> Check By ASD; Roof purlin line 5 (Save Strut) D+C + 0.6WPIP<- Span Length Mark Left. Right Brace End Load Check Controlling . ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) Check By ASD; No Deflection Limit 5 1L 0.458 8055 0.000 0.000 0 No 11 0.124 bearing at bolt Deflection Limit 6 1.07(D+C) + 0.7E< - 0 L/ 999 deflection 1 19.542 8055 0.000 0.000 0 No 11 0.248 bearing at bolt ASD Special Seismic; No Deflection Limit 8 83.3333% x 1.07(D+C) + 0.7nE<- 20 L/9999 deflection ASD Special Seismic; 2 20.000 8055 0.000 0.000 0 No 8 1.449 bearing at bolt ASD; No Deflection Limit 10 0.6(D+C) + 0.6WPIP<- 20 L/9999 deflection 3 19.542 8055 0.000 0.000 0 No 12 0.247 bearing at bolt Check By ASD; 20 L/9999 deflection 12 3R 0.458 8055 0.000 0.000 0 No 12 0.123 bearing at bolt Deflection Limit 13 0.53(D+C) + 0.7E-> 0 L/ 999 deflection Total weight (extended) = 226.9 (226.9) lbs. Max check ratio = 1.449 LOAD COMBINATIONS Roof purlin line 5 (Save Strut) No. Load Case Description 1 D+C + 0.6WPIP-> Check By ASD; No Deflection Limit 2 D+C + 0.6WPIP<- Check By ASD; No Deflection Limit. 3 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 4 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 5 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit 6 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 7 83.3333% x 1.07(D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 8 83.3333% x 1.07(D+C) + 0.7nE<- 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 0.53(D+C) + 0.7E-> Check By ASD; No Deflection Limit 14 0.53(D+C) + 0.7E< - Check By ASD; No Deflection Limit Page 11 of 12 107 of 129 \� J 15 83.3333% x 0.53(D+C) + 0.7nE-> ASD Special Seismic; No Deflection Limit 16 83:3333% x 0.53(D+C) + 0.7nE<- ASD Special Seismic; No Deflection Limit 17 0.42WPIP-> No Stress Check; L/180 Deflection Limit 18' 0.42WPIP<- No Stress Check; L/180'Deflection Limit 19 0.42WNIP-> No Stress Check; L/180 Deflection Limit 20 0.42WNIP<- No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 5 (Save Strut) No. Load Load Span Intensity From Intensity To ----------------------------------------------- Type Group Designation 1 # lb/ft(kips) feet ---------------------------- lb/ft feet 1 AXLD WPIP-> 1 0.558 0.000 0.000 0.000 2 AXLD WPIP-> 2 5.462 0.000 0.000 0.000 3 AXLD WPIP-> 3 -0.970 0.000 0.000 0.000 4,AXLD WPIP<- 1 -0.970. 0.000 0.000 0.000 5 AXLD WPIP<- 2 5.462 0.000 0.000 0.000 6 AXLD WPIP<- 3 0.558 0.000 0.000 0.000 7 AXLD WNIP-> 1 1.224 0.000 0.000 0.000 8 AXLD WNIP-> 2 6.128 0.000 0.000 0.000 9 AXLD WNIP-> 3 -0.304 0.000 0.000 0.000 10 AXLD WNIP<- 1, -0.304 0.000 0.000 0.000 11 AXLD WNIP<- 2 6.128 0.000 0.000 0.000 12 AXLD WNIP<- 3 1.224 0.000 0.000 0.000 13 AXLD E-> 2 4..330 0.000 0.000 0.000 14 AXLD E-> 3 -0.433 0.000 0.000 0.000 15 AXLD' QE-> .2 6.661 0.000 0.000 0.000 �16 AXLD nE-> 3 -0.666- 0.000 0.000 0.000 17 AXLD E<- 2 4.763 0.000 0.000 0.000 18 AXLD, E<- 3 0.433 0.000 0.000 0.000 19 AXLD nE<- 2 7.327 0.000 0.000 0.000 20 AXLD nE<- 3 0.666 0.000 0.000 0.000 21 AXLD D+C 2 0.028 0.000 0.000 0.000 22 AXLD D+C 3 -0.003 0.000 0.000 0.000 r Page 12 of 12 108 of 129 AMERICAN BUILDINGS COMPANY Front Side Wall Girt Design Designer: VDF Version Number: Ver. 47.3 Job Number: W17G0144A, Module: 1 Date/Time: 05/11/17 11:36 AM ------------------------=-------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 40.000 ft 60.000 ft 20.000 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 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) = 22.657 psf --------------------------------------------------------------------------- Design Spacing 5.750 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 0.458 ft With a 4.000 ft Edge Strip at Lt End and a 4.000 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 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 No 2 0.591 web crippling 1 L/ 118 deflection 1 19.542 8OZ16 0.000 1.000 0 No 1 0.743 bending 3 L/ 627 deflection 2 20.000 8OZ16 1.000 1.000 0 No 2 0.634 bending 3 L/7328 deflection 3 19.542 80Z16 1.000 0.000 0 No 1 0.743 bending 3'L/ 627 deflection 3R 0.458 80Z16 . 0.000 0.000 0 No 2 0.591 web crippling 1 L/ 118 deflection Total weight (extended) = 183.6 (183.6) lbs. Max check ratio = 0.743 LOAD COMBINATIONS Front Side Wall Girt Design No. Load Case Description Page 1 of 2 109 of 129 0 E ----------------------------------------------------------------------.----- 1 o.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, No. Load Load Span Intensity From Intensity To feet • ----Type -Group -Designation ---_-#-lb/ft(kips)---- -------lb/ft ----feet --- 1 UNIF W- 1L -141.016 0.000 .=141.016 0.458 2 UNIF W- 1 ._ -141.016 0.000 -141.016 3.542 3 UNIF W- 1 -129.132 3.542 -129.132 19.542 4 UNIF W- 2 -129.132 0.000 -129.132 20.000 r 5 UNIF W- 3'- -129.132 0.000 -129.132 16.000 6 UNIF W- 3 =141.016 16.bo0 -141.016 19.542 7 UNIF W- 3R -141.016 0.000 -141.016 .0.458 8 UNIF W+ ALL 117.407 0.000• 117.407 0.000 X6 • i Page 2 of 2 ,. : 110 of 129 AMERICAN BUILDINGS COMPANY Rear Side Wall Girt Design Designer: VDF Version Number: Ver. 47.3 Job Number: W17G0144A, Module: 1 Date/Time: 05/11/17 11:36 AM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 40.000 ft 60.000 ft 20.000 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 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) = 22.657 psf --------------------------------------------------------------------------- Design Spacing 5.750 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 0.458 ft With a 4.000 ft Edge Strip at Lt End and a 4.000 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 �- Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 3L 0.458 8OZ16 0.000 0.000 0 No 2 0.591 web crippling 1 L/ 118 deflection 3 19.542 80Z16 0.000 1.000 0 No 1 0.743 bending 3 L/ 627 deflection 2 20.000 8OZ16 1.000 1.000 0 No 2 0.634 bending °3 L/7328 deflection 1 19.542 80216 1.000 0.000 0 No 1 0.743 bending 3 L/ 627 deflection 1R 0.458 8OZ16 0.000 0.000 0 No 2 0.591 web crippling 1 L/ 118 deflection Total weight (extended) = 183.6 (183.6) lbs. Max check ratio = 0.743 LOAD COMBINATIONS Rear Side Wall Girt Design No. Load Case Description Page 1 of 2 111 of 129 APPLIED LOADS Rear Side Wall Girt Design No. Load Load ---------- ------------------------------------------------------------ 1 0.`6W - Intensity From . Intensity Check By ASD; No Deflection Limit 2 0.6W+. Designation # lb/ft(kips) Check By ASD; No Deflection Limit 3 0.42W - 1 UNIF W- No Stress Check; L/90 Deflection Limit 4 0.42W+ -141.016 0.458 2 No Stress Check; L/90 Deflection Limit APPLIED LOADS Rear Side Wall Girt Design No. Load Load Span Intensity From . Intensity - To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF W- 3L -141.016 0.000 -141.016 0.458 2 UNIF W- 3 -141.016 0.000 -141.016 3.542 3 UNIF W- 3 -129.132 3.542 -129.132 19.542 4 UNIF W- 2 -129.132 0.000 -129.132 20.000 5 UNIF W- 1 -129.132 0.000 -129.132 16.000 6 UNIF W- 1 -141.016 16.000 -141.016 19.542 7 UNIF W= 1R -141.016 0.000 -141.016 0.458 8 UNIF W+ ALL 117.407 0.000 117.407 0.000 Page 2 of 2 112 of 129 a AMERICAN BUILDINGS COMPANY Left End Wall Girt Design (line #1 @ 7'6) Designer: VDF Version Number: Ver. 47.3 Job Number: W17G0144A, Module: 1 Date/Time: 05/11/17 11:37 AM Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 40.'000 ft 60.000 ft 20.000 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 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) = 22.657 psf ----------------------------------------------------------------------=---- Design•Spacing 5.750 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 4.000 ft Edge Strip at Lt End and a 4.000 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 Left End Wall Girt Design (line #1) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- lA 6.000 80216 0.000 0.000 0 No 1 0.104 bending 1B 2.000 80Z16 0.000 0.000 . 0 2. 20.000 80Z14• 0.000 0.000 0 Total weight (extended) = 94.4 (94.4) lbs LOAD COMBINATIONS Left End Wall Girt Design (line #1) 3 L/10164 deflection No 1 0.030 shear 3 L/293539 deflection No 1 0.968 bending 3 L/ 360 deflection Max check ratio = 0.968 No. Load Case Description -----------------------------------------------------=------------ 1 0.6W - Check By ASD; No Deflection Limit Page 1 of 2 113 of 129 y • 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 Left -End Wall Girt,Design (line -#1) No. Load Load Span Intensity From Intensity To Type'Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF W- 1A -141.016, 0.000 -141.016 4.000 2 UNIF W- lA -129.132 4.000 -129.132 6.000 • 3 UNIF W- 1B -129.132 0.000 -129.132 2.000 4 UNIF W- 2 -129.132 0.000 -129.132 16.000 5 UNIF W- 2 -141.016 16.000 =141.016 20.000 6 UNIF W+ ALL 117.407 0.000 117.407 0.000 . Page 2 of 2 114 of 129 AMERICAN BUILDINGS COMPANY Left End Wall Girt Design (line #2 @ 11' 6) Designer: VDF Version Number: Ver. 47.3 - Job Number: W17G0144A, Module: 1 Date/Time: 05/11/17 11:38 AM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 40.000 ft 60.000 ft 20.000 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 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) = 22.657 psf -----=---------------------------------------------=----------------------- Design Spacing 5.083 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 4.000 ft Edge Strip at Lt End and a 4.000 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 Left End 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) 1 20.000 8OZ15 0.000 0.000 0 No 1 0.986 bending 3 L/ 366 deflection 2 20.000 80215 0.000 0.000 .0 No 1 0.986 bending 3 L/ 366 deflection Total weight (extended) = 127.9 (127.9) lbs. Max check ratio = 0.986 LOAD COMBINATIONS Left End Wall Girt Design (line•#2) No. Load Case Description ------------------7-------------------------------------------------------- 1 0.6W - Check By ASD; No Deflection Limit i 2 0.6W+ Check By ASD; No Deflection Limit Page 1 of 2 115 of 129 a N • 3 0.42W - No Stress Check; L/90 Deflection Limit 4 O'.42W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Left End Wall Girt Design (line #2) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lbVft(kips) feet lb/ft feet 1 UNIF' W- 1 -124.667 0.000 -124.667 4.000 2 UNIF W- 1 -114.160 4.000 -114.160 20.000 3 UNIF W- 2 --ii4.160 0.000 -114.160 16.000 4 UNIF W- 2 -124.667 16.000 -124.667 20.000 • 5 UNIF W+ ALL 103.795 0.000 103.795 0.000 Page 2 of 2 116 of 129 _ Framed Openings Calculation Door Header (AISC 360-10 ASD & AN 5100-2012) 14.00 American Buildings Company Job Number W17GO144A Engineer VDF d 6 � J Module 1 ❑ FSW BAY ❑ RSW BAY ❑✓ LEW BAY 1 ❑ REW BAY 8 � 8 0 U 0'00 6 nn 1A nn DIMENSIONS MSA SECONDARY FRAME OUTPUT CO Span length (column to column) 20.00 ft Wind pressure (50 yr. wind) 13.59 psf 1,0 Door width (j) 12.06 ft Suction coefficient 1:08 Door Height 14:00.. ft::: _ __ Pressure coefficient 0.90 Distance from left column to 1" jamb ( i) 6.00 ft Suction -14.68 psf Distance from header to jamb support 1.33. ft Pressure 12.23 psf • Ht. of the girt/eave above jamb support 17.50. ft Design spacing, jamb Supp. I 13.00 in Deflection (standard's U90 for 50 yr. wind) L 190 Allowable Stress Ratio Wall Girt Depth ®8° C) 9.5" Q 12" PANEL CONDITION Nested (2) Girts ? ❑ No Jamb Support(s) R = 0.65::_; Use Hot -Rolled Channels? O Yes ® No See comment window, for R values Distance Bemeen Lateral Supports (in) NJ'/, _ Header .R— 0 65 Jambs R= N/A Chaimed Depth Selection O C8 Q C9 O C10 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 = 7.5: ft Recommended Member For Jamb Support(s) 8Z12 Stress Ratio= 0.96 A_ = L / 371 Recommended Minimum Member Size For Jambs 8C16 Stress Ratio= 0.95 A_ = L / 375 Recommended Minimum Member Size For Header 8C16 17 Stress Ratio= 0.05 t__ = L / 10551 All members are designed as simple span. The reduced sectional properties were used for cold formed members. 17.50 Next Gh I Eaue Jamb Support Door Header 14.00 m J E F id d 6 � J E U 8 � 8 0 U 0'00 6 nn 1A nn 15.33 20.00 Framed Opening Calculation V3.0 117 0ti 1126 408 PM } ri h Ir IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIILIIIIIIIIIIIIII(IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIEIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIII JAMB SUPPORT CALCULATIONS - •'Suction. I Pressure Location P, PZ P, I -1.69 kip j 1.41 kip i 6.00 ft 2 P p P -1.31 kip 1.09 kip 18.00 ft wii lil'. to Distributed load, suction (w) -0.027 kip/ft Distributed load, pressure(w) 0.022 kip/ft R1 RZ Suction Pressure Reaction at left (R,) -1.58 kips 1.32 kips _Total _ Total Reaction at right (RD _ -1.95 kips 1.63 kips Zero Shear Location (from lei 6.00 ft -4_ 6.00 ft Total Maximum Moment I -8.99 kip -ft I 7.49 kip -ft Maximum Shear Force I -1.95 kips I 1.63 kips Jamb Support Design Suct. Pressure_ Dist. Load (w), plf -16.31 Number of Girt(s)1 Mom. on Header, k -ft. _ -0.29 0.24 Yield Stress FY I Suct. 55 ksi Max. M on Jamb, k -ft. Allowable Stress (ksi) I 33 ksi -0.22 Panel Condition (R) Shear on Header, kips One Side Shear on Jamb, kips Allowable Stress Ratio 1.41 1.03 0.67 811 girts 9.5" girls 12" girls Gauge S.R. Ami= L/? S.R. A_= L/? S.R. I Ami= L/? 737 0.65 827 12 1.60 223 117 380 0.83 688 13 1.80 201 357 0.98 621- 1 2.23 171 T _1.36 1.67 291 _14 15 2.58 16 2.94138 153 1 1.98 261 L „ i ..,,. M,-�� Header_ Calculation Suct. Pressure_ Dist. Load (w), plf -16.31 13.59 Mom. on Header, k -ft. _ -0.29 0.24 Jamb Calculation I Suct. I Pressure Max. M on Jamb, k -ft. -6.47 5.39 Dist. Load (w), k/ft -0.22 0.18 Shear on Header, kips -0.10 0.08 Shear on Jamb, kips -1.69 1.41 Hot rolled section, is; riot selected , ..;. ' :: -'' ' Yield Stress F,. 50 ksi Channels S.R. A._= L/? Ma (in -kips C10 x 30 0.21 1728 512.06 C10 x 25 0.29 1529 377.29 C10 x 20 0.41 1324 260.40 C10 x 15.3 0.59 112_9 182.39_ _ C9 x 20 0.43 1022 C9 x 15 0.67 856 _251.67 161.22 C9 x 13.4 0.77 802 140.05 C8 x 18.75 737 224.97 _ C8 x 13.75 _0.48 _ 0.81 _1 606 1 132.71 C8 x 11.5 1.03 545 1 104.33 Framed Opening Calculation V3.0 11 " 05/l1}2B 408 PM AMERICAN BUILDINGS COMPANY Right End Wall Girt Design (line #1 @ 7'6) Designer: VDF Version Number: Ver. 47.3 Job Number: W17G0144A, Module: 1 Date/Time: 05/11/17 11:39 AM ---------------------------------------------I----------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 40.000 ft 60.000 ft 20.000 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 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) = 22.657 psf --------------------------------------------------------------------------- Design Spacing 5.750 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 4.000 ft Edge Strip at Lt End and a 4.000 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 Right End Wall Girt Design (line #1) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1 20.000 8OZ14 0.000 0.000 0 No 1 0.968 bending 3 L/ 360 deflection 2A 2.000 80Z16 0.000 0.000 0 No 1 0.030 shear 3 L/293539 deflection 2B 6.000 80Z16 0.000 0.000 0 No 1 0.104 bending 3 L/10164 deflection Total weight (extended) = 94.4 (94.4) lbs. Max check ratio = 0.968 LOAD COMBINATIONS Right End Wall Girt Design (line #1) No. Load Case Description ------------------------------------------------=-------------------------- 1 0.6W - Check By ASD; No Deflection Limit • Page 1 of 2 s 119 of 129 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 Right End Wall Girt Design (line #1) No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet --------------------------------------------------------------------------- 1 UNIF W- 1 -141.016 0.000 -141.016 4.000 2 UNIF W- 1 -129.132 4.000 -129.132 20.000 3 UNIF• W- 2A -129.i32 0.000 -129.132 2.000 4 UNIF W- 2B -129.132 0.000 -129.132 2.000 5 UNIF W- 2B -141.016 2.000 -141.016 6.000 6 UNIF W+ ALL 117.407 0.000 117.407 0.000 Page 2 of 2 120 of 129 AMERICAN BUILDINGS COMPANY Right End Wall Girt Design (line #2 @ 1116) Designer: VDF Version Number: Ver. 47.3 Job Number: W17G0144A, Module: 1 Date/Time: 05/11/17 11:39 AM -=------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 40.000 ft 60.000 ft 20.000 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 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) = 22.657 psf --------------------------------------------------------------------------- Design Spacing 5.083 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 4.000 ft Edge Strip at Lt End and a 4.000 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 Right End 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) 1 20.000 80Z15 0.000 0.000 0 No 1 0.986 bending 3'L/ 366 deflection 2 20.000 80Z15 0.000 0.000 0 No 1 0.986 bending 3 L/ 366 deflection Total weight (extended) = 127.9 (127.9) lbs. Max check ratio = 0.986 LOAD COMBINATIONS Right End 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 Page 1 of 2 121 of 129 Cl Page 2 of 2 122 of 129 ' v 3 0.42W - No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; 1/90 Deflection •M Limit, i APPLIED LOADS Right End 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- 1- -124.667 0.000 -124..667" 4.000 2 UNIF W- 1 -114.160 4.000 -114.160 20.000 3 UNIF "`' W- 2 .' -114.160 0.000 .-114.160 16.000 4 UNIF, W- 2 -124.667 16.000 -124.667 20.000 5 UNIF W+ ALL 103.795 0.000 103.795 0.000 Page 2 of 2 122 of 129 I Framed Openings Calculation VIIRP4 (AISC 360-10 ASD & AISI 5100-2012) American Buildings Company Job Number W17GO144A Engineer VDF Module 1 ❑ FSW BAY ❑ RSW BAY ❑ LEW BAY ❑ REW BAY 2 _ DIMENSIONS MSA SECONDARY FRAME OUTPUT ' (0 Span length (cotumntocolumn) 20.00 ft Wind pressure (50 yr. wind) 13.59 psf 1:0 Door width (j) ]2.00'ft Suction coefficient 1:08 Door Height 14.00 ft:, Pressure coefficient .0.90 Distance from left column to I" jamb ( i) 2.004 Suction -14.68 psf Distance from header to jamb support 1.33 ft Pressure ( 12.23 psf Ht. of the girt/eave above jamb support 17.50 ft Design spacing, jamb supp. 13.00 in Deflection (standard's IJ90 for 50 yr. wind) L / 90 Allowable Stress Ratio Door is 20'feet from column ctieck column'weak.a)(is bending Wall Girt Depth ® 8" Q 9.5" Q 12" PANEL CONDITION Nested (2) Girls ? ❑ No Jamb Support(s) R = 6.65r Use Hot -Rolled Channels? Q Yes ®No See comment window for R values Distance Between Lateral Supports (in) .;; NA cin Header R = 0.6 Jambs R = N/A Chantel Deptlt Selection Q C8 Q C9 Q C10 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 = ..............................................._. 7.5 ft ` Recommended Member For Jamb Support(s) 8Z12 Stress Ratio= 0.96 mar = L / 371 Recommended Minimum Member Size For Jambs 8C16 Stress Ratio= 0.95 Ami = L / 375 Recommended Minimum Member Size For Header 8C16 Stress Ratio= 0.05 A_ = L / 10551 All members are designed as simple span. 1 The reduced sectional properties were used for cold formed members. 17.50 15.33 20.00 Framed Opening Calculation V3.0 12 3 0 S/11R9 437 PM . 111111111111111111111111(IIIII!IIIIII!IlllllllllliIII!II!IIIIIIIIIIIIIIIIIIillllllllllllllllllllllll(111111!IIIIIIIIIIII!Illlllfllll!IIIIIIIIIIIIIIIIIIIIIIIIIfILIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIllllllllllllllllllllllllllllllllllllllflllllllllllllllillllllllll JAMB SUPPORT CALCULATIONS 12" girts S.R. A_= L/?I S.R. I A_= L/?j P, Pz 11 Suction Pressure Location 1.60 PI -1.31 kip I 1.09 kip 2.00 ft 1.80 174 1.36 30_9_ 0.98 j 621 ' 14 15 16 2.23 2.58_ 2.94 _ Pz 1.69 kip. ! 1.41 kip 14.00 ft 251.67 I� II F iV 11 t. 111. II I f1 I I I Fll_ 1 t FF1 1 w.s. I�C. Fi4 a.!i,!s,!: i Il..is ! it !�;FIfl,fl 11 [lit �:! 856 Distributed load, suction (w)0.027 C9 x 13.4 kip/ft 802 140.05 C8 x 18.75 0.48 Distributed load, pressure(w) C8 x 13.75 0.022 kip/ft _737 606 132.71 C8 x 11.5 1.03 545 104.33 R, Rz Suction Pressure _Total Reaction at left (R,) _ -1.95 kips _ 1.63 kips Header Calculation -� _Pressure _ Total Reaction at right (Rz) -1.58 kips 1.32 kips Dist. Load (w), plf _Suet. 16.31 13.59 Zero Shear Location from left) 14.00 ft 14.00 ft Mom. on Header, k -ft. _ -0.29 0.24 Total Maximum Moment _ -8.99 kip -ft 7.49 kip -ft Jamb Calculation ! Suet. ! Pressure Maximum Shear Force -1.95 kips 1.63 kips Max. M on Jamb, k -ft. -6.47 5.39 Dist. Load (w), k/ft -0.22 0.18 Jamb Support Design Shear on Header, kips -0.10_0.08 Number of Girt(s) 1 Shear on Jamb, kips -1.69 1.41 Yield Stress F,, 55 ksi Allowable Stress (ksi) 33 ksi Panel Condition ( R) One Side Allowable Stress Ratio 1.03 :Hot rolledsection is iot selected .,• . �..:. ,.•.: ,q. . _... �; Yield Stress F. 50 kci z Framed Opening Calculation V3.0 Channels 8" girts 1 9.5" girts I 12" girts S.R. A_= L/?I S.R. I A_= L/?j S.R I Ami= L/? Gauge 11 WO/ryi'F:/moi' 0.65 716 12 1.60 223 1.17 329 0.83 595 13 1.80 174 1.36 30_9_ 0.98 j 621 ' 14 15 16 2.23 2.58_ 2.94 148 1.67 252 133 i 1.98 226 120 z Framed Opening Calculation V3.0 Channels S.R. A_=L/? Ma(in-kips C10 x 30 0.21 1728 512.06 C10 x 25 0.29 1529 377.29 C10 x 20 0.41 1324 260.40 C10 x 15.3 1129 182.39 C9 x 20 _0.59 0.43 1022 251.67 C9 x 15 856 161.22 C9 x 13.4 _0.67 0.77 802 140.05 C8 x 18.75 0.48 2_24.97 C8 x 13.75 0.81 _737 606 132.71 C8 x 11.5 1.03 545 104.33 124 0t1112 79:37 PM SECTION 5 PANELS 125 of 129 E 9 = ABC Design Calculations Pamphlet i 12„ 1 1/4" 6.5° 50°t 7/32" _ • � }1r . • 3!8"8 1 17/32" 3/4" PANEL PROFILE t PARTIAL CROSS SECTION 24 Ga; ' 80 0.0225 0.0241 1.09 0.060 0.054 1.95 0.047 0.059 2.14 36 22 Ga" 50 0.0300 0.0316 1.45 0.083 0.085 2.56 0.070 0.081 2.44 30 Gage Of,of `Panel Engineering Properties • r • p. • •. Designated :Steel Base . ,Total ; :Panel Base . ' .: Top,in Bottom In Gage Yield Melal Thick. Metal Weight Compression =:: Compression Fb of, KSI . Thick: (In:) (jbs. / ft �) Ix ' Sx Ma Ix-7T----T,—.Ma . .. KSI Steel (In.)' On.' % 8.1 ..(1 / ft.l KaN. / ft:' (In ° / ft.1 (10 / ft.l KAN;'/ ft. 24 Ga; ' 80 0.0225 0.0241 1.09 0.060 0.054 1.95 0.047 0.059 2.14 36 22 Ga" 50 0.0300 0.0316 1.45 0.083 0.085 2.56 0.070 0.081 2.44 30 Gage Of,of `Panel No. Spans _ Load Mabrnum Total Uniform Load in PSF Tye Span Lengths, FL 3.00.: ,; 3:50 4.00 .,i 4:50 5.00 6:00' 7.00 7.50 : 1 POS 67 B 49 B 38 B 30 B 24 B 17 B12 B 11 B NEG' -94 B -69 B 53 B Z B 34 B -23 B -17 B -15 B 29 Ga. 2 POS ` 46 c 40 c 35 c 31 c 28 c 22 e+s 17 ° e+s 15 S+S NEG - 49 P 42 P 36 B+s 29 B+s 23 B+s 16 B+s 12 B+s 11 B+s 3 POS : 53 c 45 c 39 c 35 c 32 c 26 B 19 B 17 B NEG: 56 P -48 P 42 P 35 B+s -29 B+S -20 B+6 -15 B+s -13 B+S 4 POS'' 51 c 43 c 38 c 34 c 30 c 25 c 19 B+S 17 B+s NEG 54 P -06 P 40 P 33 B+S 27 e+S 19 B+S 14 B+S 12 B*S 1 POS 99 B 73 B 56 B 44 B 36 B 25 B 18 B 16 e NEG -123 B -91 B -69 B 55 8 -44 B 31 B -23 B -20 8 2 POS 75 c 64 c 56 c 50 c. 43 a+s 30 a+s 22 B+S 19 B+S 26 Ga NEG •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 c 51 c 37 B+s 28 B+s 24 B+s NEG -72 P 52 P 54 P -48 P -43 P 30 B+s -22 B+s -20 B+S 4 POS 82 c 70 c 61 c 551 C 1 49 c 35 B+s 26 B+s 23 B+s NEG' -70 P 50 P 52 P -46 P 41 B+S -28 . B+s -21 B+s -18 B+s 1 POS 145 B 106 8 81 B 64 B 52 B 36 B 27 B 23 B NEG -158 B -116 B 59 B -70 B -57 B 40 B -29 8 -25 B 24 Ga 2 POS 117 c 100 c 67 B+S 69 B+S 56 B+S 39 B+S 29 B.S 25 B+S NEG -81 P 59 P 51 P 54 P 49 P 36 B+S -26 B+S -23 B+s 3 POS 133 c 114 c 100 c 86 e+S 70 B+s 49 B+8 36 B+s 31 B+s NEG -92 P -79 P •69 P 51 P 55 P -45 B+s 33 B+S -29 B+s 4 POS 128 c •110 c 96 c 80 B+s 1 65 B+s 46 B+s 34 B+s 29 s+s NEG -89 P -76 P 1 56 P 59 P 53 P 42 B+s 31 B+s -27 a+s 1 POS 189 a .139 B 107 B 84 8 68 B 47 B 35 B 30 B NEG ; -180 B -133 B -102 B 30 B •65 B1 451 8 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 NEG -114 P -98 P -86 P -76 P 57 B+s 47 B+s 35 B+s 30 a+s 1. 3 P05 1881—S 161. c . 124 B+S 99 B+S 80 B+S 56 B+s 41 B+S 36 B+s -NEG'1 -1301 P 1 -111 P -98 P 37 P -78 P 59 B+s -43 B+S 38 B+S 4. POS 181 c 151 B+s 1161 B+S 92 e+s 1 75 B+S 52 B•S 38 B+S 34 B+S :NEG: -125 P -107 , P 1 -9-41 P 1 -831 P 1 -75 P 55 B+s 40 B+3 35 B+s 1. The panels are checked for bending (8), 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, and includes the permitted wind load reduction factor of 0.7 times the • "components and Gadding" loads as noted in footnote f of IBC Table 1604.3. 2. Section Properties are calculated in accordance with the 2012 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• • AUGUST 28.2015 0318C Section 5 Page', A. 126 of 129 ' • Wfoa ptgD@o jRM&IDW000 2012 NASPEC -North American Specification for the Design of Cold -Formed Steel Structural Members, ASD Project, Analysis Description Engine ,W1.7.G0144A. `.S -W Panel User -Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = L3P 26 ga L3P 26 ga tBaseMetal (in•)= 0.0177 0.0177 ITo (in.4/ft) = 0.0427 0.0427 IBonum (in•4/ft) = 0.0350 0.0350 IA,,,,, (in. /ft) = 0.0389 0.0389 MeT, (k"/ft) = 1.34 1.34 Masonom (k"/ft) = 1.66 1.66 Va (plf) = 585 585 Pullover lbs = 239 239 WC (end plo = 183 183 WC (int., plf) = 281. 281 User -Defined Criteria 9h = Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF'Allowable Overstress = 1.00 Deflection Limit = L / 60 Span Lengths (ft) 9h = 1 7.50 2 4.00 3 ' 4.50 4 0.00 5 0.00 6 0.00 Component & Cladding Wind Loads 9h = 13.59 psf GC ,WindwardInterior= 0.90 1 0.735 GC ,Windwardcomer= 0.90 4 0.000 GCp,Leewardlnterior = -0.99 GCp,LeewardCorner= -1.26 4 v GCpi -0.18/0.18 OK OK OK OK PWind-dlnterior = 14.68 psf PwinduwdComer = 14.68 psf PLeewudlnterior= -15.91 psf PLeewardcomer= -19.58 psf v a e v Combined Shear and Flexure OK OK OK OK Deflection max. absolute value SpanA.-(in.) Alimit (in.) 1 0.391 1.500 2 0.051 0.800 3 0.067 0.900 4 0.000 0.000 5 0.000 1 0.000 6 0.000 1 0.000 Web Crippling Max Stress Ratio = 0.388 OK OK OK OK Span Max. Stress Ratio 1 0.735 2 0.730 3 0.263 4 0.000 5 1 0.000 6 1 0.000 Screw Pullover Max. Str. Ratio = 0.495 4 v Combined Shear and Flexure OK OK OK OK Deflection max. absolute value Spanj Amar(m•) Alimit(m•) 1 0.481 1.500 2 0.062 0.800 3 0.082 0.900 4 0.000 0.000 5 0.000 0.000 6 0.000 Web Crippling Max Stress Ratio = 0.388 OK OK OK OK Span Max. Stress Ratio 1 0.905 2 0.898 3 0.283 4 0.000 5 0.000 6 0.000 Screw Pullover Max. Str. Ratio= 0.609 Overall: The selected panel is OK • 0. rican Buildings Company 5/11/2017 Wa1lPan elAnalysisV2.0 { 127 of 129 0.000 Overall: The selected panel is OK • 0. rican Buildings Company 5/11/2017 Wa1lPan elAnalysisV2.0 { 127 of 129 KJ 2012 NASPEC -North American Specification for the Design of Cold -Formed Steel Structural Members, ASD Project, Analysis Description Engineer VV17G0144A EW Pane 1 VDF?r' User -Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = L3P 26 ga L3P 26 ga tBaseMetal (m•)= 0.0177 0.0177 l','(in.4/ft) = 0.0427 0.0427 IBonom (j.•4/ft) = 0.0350 0.0350 IA,erage (in. /ft) = 0.0389 0.0389 MaT, (k"/ft) = 1.34 1.34 MaBonom (k"/ft) = 1.66 1.66 V. (plf) = 585 585 Pullover lbs = 239 239 WC end, plo = 183 183 WC (int., plf) = 281 281 User -Defined Criteria Combined Shear and Flexure Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF•Allowable Overstress = 1.00 Deflection Limit = L / 60 d g c Combined Shear and Flexure OK OK OK Span Max. Stress Ratio 1 0.695 2 0.688 3 0.457 4 0.000 4 5 0.000 OK 6 0.000 6 Screw Pullover Max. Sir. Ratio = 0.460 0.207. Combined Shear and Flexure OK OK OK OK Span Max. Stress Ratio 1 0.855 2 0.847 3 0.492 4 0.000 5 0.000 6 0.000 -15.91 Screw Pullover Max. Str. Ratio = 0.566 San Lengths (ft) 9h = 1 7.50 2 4.00 3 6.17 4 0.00 5 0.00 6 0.00 Component & Cladding Wind Loads 9h = 13.59 psf GC ,Windwardlnterior= 0.90 1 GC ,WindwardCorner= 0.90 OK GCp,Leewardtnterior= -0.99 0.800 GCp,LeewardComer= -1.26 0.207. GCpi -0.18/0.18 OK Pwinduwdinterior = 14.68 psf PWind%%wdComer = 14.68 psf PLemudinten.or= -15.91 psf PLeewwdComer= -19.58 psf ' Deflection max. absolute value Web Crippling Span A.. (in.) Atimit(in•) Deflection max. absolute value 1 0.408 1.500 OK 2 0.070 0.800 OK 3 0.207. 1.233 OK 4 0.000 0.000 5 5 0.000 0.000 0.000 6 0.000 0.000 Web Crippling Max Stress Ratio = 0.361 Overall: The selected panel is OK rican Buildings Company 5/11/2017 DK DK DK DK WallPanelAnalysisV2.0 - EW 128 of 129 Web Crippling Max Stress Ratio = 0.361 Deflection max. absolute value Span A. (in.) Armit(in•) 1 0.502 1.500 2 0.087 0.800 3 0.255 1.233 4 0.000 0.000 5 0.000 0.000 6 0.000 1 0.000 Web Crippling Max Stress Ratio = 0.361 Overall: The selected panel is OK rican Buildings Company 5/11/2017 DK DK DK DK WallPanelAnalysisV2.0 - EW 128 of 129 SECTION 6 .MISCELLANEOUS Y 129 of 129