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HomeMy WebLinkAboutSTRUCTURAL CALCS - 23-00698 - 1050 Widdison Ln - ShopSTRUCTURAL CALCULATIONS FOR: Tony Vaccarella Building 1050 Widdison Lane Rexburg, ID 83440 Job # VREX93591300 (65' WIDE X 40' LONG BUILDING Sheet #Contents M1, M2 A1 - A7 A8 - A14 A15 B1 C1 - C3 C4 L1, L2 F1 - F3 P1, P2 Distributor: Ultimate Steel Erection Design Parameters, Loadings WITH 16' EAVE HEIGHT AND 2:12 ROOF PITCH) INDEX TO CALCULATIONS Clearspan Frame Analysis & Design Endwall A Frame Analysis & Design Frame Brace End Connections Lateral Force Resistance Analysis and Design Main Building Purlin, Girt, and Endwall Column Analysis and Design Opening Framing Design Leanto A Component Design Component Reaction Information Roof & Wall Panel Information and Screw Capacities Structural Engineering by: Metal Building Engineering, LLC Fountain Inn, SC 29644 engsupport@actbuildingsystems.com Metal Building Engineering, LLC JOB INFORMATION: JOB NAME:Tony Vaccarella MAIN BUILDING FRAME WIDTH (ft.): 50.00 JOB ADDRESS:OVERALL ENCLOSED BUILDING WIDTH (ft.): 50.00 MAIN BUILDING LENGTH (ft.): 40.00 JOB NUMBER:VREX93591300 MAIN BUILDING FRAME EAVE HEIGHT (ft.): 16.00 MAIN BUILDING FRAME ROOF SLOPE (?/12): 2.00 Corner Wall Zones (ft): 8.00 Sidewall Interior Zone (ft): 24.00 MATERIAL SPECIFICATIONS: STRUCTURAL BOLTS:ASTM A325 METAL ROOF PANELS:ASTM A653, Grade 80 (Fy = 80,000 psi min.) METAL WALL PANELS:ASTM A653, Grade 80 (Fy = 80,000 psi min.) CEE AND ZEE COLD-FORMED STEEL:ASTM A570, Grade 55 (Fy = 55,000 psi min.) PROJECT PARAMETERS:SITE CLASS:D RISK CATEGORY:II GOVERNING CODES: -- 2018 International Building Code (Load Combinations per 2018 IBC Section 1605.3.1) -- AISI S100 (North American Specification for the Design of Cold-Formed Steel Structural Members) VERTICAL LOADS: DEAD LOADS:METAL ROOF PANEL:1.0 psf PURLINS:1.0 psf MISC.:1.0 psf STEEL FRAMES:1.0 psf TOTAL ROOF DEAD LOAD:4.0 psf WALL DEAD LOAD:3.0 psf ROOF LIVE LOADS: ROOF LIVE LOAD REDUCTION FACTORS (R1 x R2):0.74 DESIGN LIVE LOAD FOR CLEARSPAN FRAMES:14.8 psf DESIGN LIVE LOAD FOR PURLINS AND OTHER ELEMENTS:20.0 psf ROOF SNOW LOADS:GROUND SNOW LOAD:50.0 psf SNOW LOAD IMPORTANCE FACTOR, Is:1.00 Ce, Exposure Factor:1.00 Ct, Thermal Factor:1.00 Cs, Slope Factor:1.00 MIN. ROOF SNOW LOAD:35.0 psf DESIGN SLOPED ROOF SNOW LOAD:35.0 psf 1050 Widdison Lane Rexburg, ID 83440 8/4/2023VREX93591300 Vaccarella Calc Package Design Parameters -- Page M1 Metal Building Engineering, LLC LATERAL LOADS: SEISMIC LOADS: PERP. TO SIDEWALL (TRANSVERSE) PERP. TO ENDWALL (LONGITUDINAL) PERP. TO SIDEWALL PERP. TO ENDWALL Ss: 0.360 0.360 S1: 0.141 0.141 Fa: 1.512 1.512 Fv: 2.318 2.318 SMS = (Fa x Ss) = 0.544 0.544 SM1 =0.327 0.327 SDS= (2/3) x SMS = 0.363 0.363 SD1 =0.218 0.218 R = 3.0 3.0 3.0 3.0 REDUNDANCY FACTOR, rho = 1.00 1.00 1.00 1.00 SEISMIC IMPORTANCE FACTOR, Ie = 1.00 1.00 1.00 1.00 Cs =0.12 0.12 0.072 0.072 Eh = Cs x W x rho= 0.12 W 0.12 W 0.072 W 0.072 W Eh (ASD) = Eh * .7 = 0.084 W 0.084 W 0.05 W 0.05 W ADDITIONAL ROOF SNOW LOAD (psf): 7.0 7.0 7.0 7.0 W =TOTAL SEISMIC DESIGN DEAD LOAD (lbs.) = 35644 35644 35644 35644 LATERAL SYSTEM SEISMIC SHEAR EFFECT, Eh (lbs.) = 2994 2994 1782 1782 SEISMIC DESIGN CATEGORY (FOR BOTH PERIODS PER SEC. 1613.5.6.1): .8 x Ts =0.48 (ASCE 11.4.6) Ta (sec.) =0.31 0.19 (ASCE 12.8.2.1) WIND LOADS: ULTIMATE WIND SPEED (mph) =115 VELOCITY EXPOSURE COEFFICIENT, Kz =0.880 EXPOSURE =C WIND TOPOGRAPHICAL FACTOR, Kt =1.000 BUILDING ENCLOSURE TYPE:ENCLOSED WIND DIRECTIONALITY FACTOR, Kd =0.850 GROUND ELEVATION FACTOR, Ke =0.839 MEAN ROOF HEIGHT (ft.):18.08 ULTIMATE WIND PRESSURE (psf):21.24 G * Cp ± Gcpi Coefficient for Windward Wall Ballooning:0.500 10.62 Coefficient for Leeward Wall Ballooning:-0.563 -11.95 Coefficient for Windward Roof Upward Ballooning:-0.945 -20.07 Coefficient for Leeward Roof Upward Ballooning:-0.945 -20.07 Coefficient for Windward Roof Downward Ballooning:0.000 0.00 Coefficient for Leeward Roof Downward Ballooning:-0.945 -20.07 Coefficient for Windward Wall Deflation:0.860 18.26 Coefficient for Leeward Wall Deflation:-0.203 -4.30 Coefficient for Windward Roof Upward Deflation:-0.585 -12.42 Coefficient for Leeward Roof Upward Deflation:0.027 0.57 Coefficient for Windward Roof Downward Deflation:0.027 0.57 Coefficient for Leeward Roof Downward Deflation:0.027 0.57 ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP. TO SIDEWALLS, W (lbs.) =4662 Int. Zone Wall Pressure Horiz. Coefficient:1.063 Int. Zone Endwall Ultimate Wind Pressure (psf):22.56 ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP. TO ENDWALLS, W (lbs.) =6780 CLADDING AND COMPONENT ALLOWABLE STRESS DESIGN WIND PRESSURES: Element INWARD OUTWARD INWARD OUTWARD Roof Purlins:0.596 -1.733 7.59 22.09 Sidewall Girts:0.980 -1.070 12.49 13.63 Endwall Girts:0.904 -0.994 11.52 12.67 Endwall Columns:0.833 -0.923 10.62 11.76 (suction) (pressure) (suction) MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Endwall): (pressure) (suction) (suction) using Site Class ''D'' and Risk Category ''II'') 1-sec. Period C MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Sidewall): (pressure) (pressure) ULTIMATE WIND PRESSURE (psf): (suction) 'Short' Period GCp ± Gcpi (FIELD)Pressures (psf) (pressure) (suction) (Based on ASCE 7-16, Chapter 12, 8/4/2023VREX93591300 Vaccarella Calc Package Design Parameters -- Page M2 Metal Building Engineering, LLC CLEARSPAN FRAME ANALYSIS: Analysis & Design Software:ACT Dimensions version 2.22.8.5 by ACT Building Systems Applicable Frame Numbers:2-5 Overall Nominal Frame Width:50' - 0" Nominal Eave Height:16' - 0" Roof Pitch:2:12 Tributary Width:96.00 in Design Roof Snow Load:35.00 psf Roof Live Load:20.00 psf Wind Speed AndAlso Exposure:115 mph, C X - JOINT LABEL (SEE RISA ANALYSIS NEXT PAGE) (X) - MEMBER LABEL (SEE RISA ANALYSIS NEXT PAGE) FRAME NODE AND MEMBER DIAGRAM Clearspan frame -- Page A18/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Cold Formed Steel Properties Label E[psi]G[psi]Nu Therm(/1E5 F)Density[lb/ft^3]Yield[psi]Fu[psi] 1 CF_STL 29500065 11300025 0.3 0.65 490 55000 70000 Joint Coordinates Label X[ft] Y[ft] 1 C1B 0.917 0.000 2 C1T 0.917 15.224 3 C2B 49.086 0.000 4 C2T 49.086 15.224 5 APX 25.001 19.238 6 KB1B 0.917 9.600 7 KB1T 4.000 15.738 8 KB2B 49.086 9.600 9 KB2T 46.002 15.738 10 ABA 13.751 17.363 11 ABB 36.252 17.363 Member Primary Data Label I Joint J Joint Shape Type DesignList Material DesignRules 1 C1 C1B C1T 2-14in x 4in 12G CEE-BB Beam CS CF_STL Typical 2 C2 C2B C2T 2-14in x 4in 12G CEE-BB Beam CS CF_STL Typical 3 KB1 KB1B KB1T 2-8in x 4in 16G CEE-BB Beam CS CF_STL Typical 4 KB2 KB2B KB2T 2-8in x 4in 16G CEE-BB Beam CS CF_STL Typical 5 AB ABA ABB 2-8in x 4in 16G CEE-BB Beam CS CF_STL Typical 6 LR1 C1T APX 2-14in x 4in 12G CEE-BB Beam CS CF_STL Typical 7 LR2 C2T APX 2-14in x 4in 12G CEE-BB Beam CS CF_STL Typical Member Advanced Data Label I Release J Release I Offset[ft]J Offset[ft]T/C Only Physical 1 C1 PIN 0.000 0.000 Yes 2 C2 PIN 0.000 0.000 Yes 3 KB1 PIN PIN 0.000 0.000 4 KB2 PIN PIN 0.000 0.000 5 AB PIN PIN 0.000 0.000 6 LR1 PIN 0.469 0.000 Yes 7 LR2 PIN 0.469 0.000 Yes Cold Formed Steel Design Parameters Label Shape Length[ft]Lb-out[ft]Lb-in[ft]Lcomp top[ft]Lcomp bot[ft]K-out K-in Cm Out sway In sway Basic Load Cases BLC Description Category Joint Point Distributed 1 Roof Dead DL 0 1 2 2 Roof Snow SL 0 1 2 3 Roof Live RLL 0 1 2 4 Wall Dead DL 0 0 0 5 Floor Dead DL 0 0 0 6 Floor Live LL 0 0 0 7 Wind To Right - Upward Balooning OL1 0 2 6 8 Wind To Right - Upward Deflation OL2 0 2 6 9 Wind To Right - Downward Balooning OL3 0 0 2 10 Wind To Right - Downward Deflation OL4 0 2 6 Clearspan frame -- Page A28/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Basic Load Cases (continued) BLC Description Category Joint Point Distributed 11 Wind To Left - Upward Balooning OL5 0 2 6 12 Wind To Left - Upward Deflation OL6 0 2 6 13 Wind To Left - Downward Balooning OL7 0 2 2 14 Wind To Left - Downward Deflation OL8 0 2 6 15 Earthquake+None 0 1 4 16 Earthquake-None 0 1 4 Member Distributor Loads (BLC 1 : Roof Dead) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 LR1 Y -32.000 -32.000 -0.000 24.417 2 LR2 Y -32.000 -32.000 -0.000 24.417 Member Distributor Loads (BLC 2 : Roof Snow) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 LR1 Y -276.190 -276.190 -0.000 24.417 2 LR2 Y -276.190 -276.190 -0.000 24.417 Member Distributor Loads (BLC 3 : Roof Live) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 LR1 Y -116.789 -116.789 -0.000 24.417 2 LR2 Y -116.789 -116.789 -0.000 24.417 Member Distributor Loads (BLC 7 : Wind To Right - Upward Balooning) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 85.230 85.230 0.000 15.224 2 C2 X 95.884 95.884 0.000 15.224 3 LR1 X -26.482 -26.482 -0.000 24.417 4 LR1 Y 158.893 158.893 -0.000 24.417 5 LR2 X 26.482 26.482 -0.000 24.417 6 LR2 Y 158.893 158.893 -0.000 24.417 Member Distributor Loads (BLC 8 : Wind To Right - Upward Deflation) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 146.596 146.596 0.000 15.224 2 C2 X 34.518 34.518 0.000 15.224 3 LR1 X -16.394 -16.394 -0.000 24.417 4 LR1 Y 98.362 98.362 -0.000 24.417 5 LR2 X 16.394 16.394 -0.000 24.417 6 LR2 Y 98.362 98.362 -0.000 24.417 Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 85.230 85.230 0.000 15.224 2 C2 X 95.884 95.884 0.000 15.224 Clearspan frame -- Page A38/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 146.596 146.596 0.000 15.224 2 C2 X 34.518 34.518 0.000 15.224 3 LR1 X 0.757 0.757 -0.000 24.417 4 LR1 Y -4.540 -4.540 -0.000 24.417 5 LR2 X -0.757 -0.757 -0.000 24.417 6 LR2 Y -4.540 -4.540 -0.000 24.417 Member Distributor Loads (BLC 11 : Wind To Left - Upward Balooning) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -95.884 -95.884 0.000 15.224 2 C2 X -85.230 -85.230 0.000 15.224 3 LR1 X -26.482 -26.482 -0.000 24.417 4 LR1 Y 158.893 158.893 -0.000 24.417 5 LR2 X 26.482 26.482 -0.000 24.417 6 LR2 Y 158.893 158.893 -0.000 24.417 Member Distributor Loads (BLC 12 : Wind To Left - Upward Deflation) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -34.518 -34.518 0.000 15.224 2 C2 X -146.596 -146.596 0.000 15.224 3 LR1 X -16.394 -16.394 -0.000 24.417 4 LR1 Y 98.362 98.362 -0.000 24.417 5 LR2 X 16.394 16.394 -0.000 24.417 6 LR2 Y 98.362 98.362 -0.000 24.417 Member Distributor Loads (BLC 13 : Wind To Left - Downward Balooning) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -95.884 -95.884 0.000 15.224 2 C2 X -85.230 -85.230 0.000 15.224 Member Distributor Loads (BLC 14 : Wind To Left - Downward Deflation) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -34.518 -34.518 0.000 15.224 2 C2 X -146.596 -146.596 0.000 15.224 3 LR1 X 0.757 0.757 -0.000 24.417 4 LR1 Y -4.540 -4.540 -0.000 24.417 5 LR2 X -0.757 -0.757 -0.000 24.417 6 LR2 Y -4.540 -4.540 -0.000 24.417 Member Distributor Loads (BLC 15 : Earthquake+) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 7.999 7.999 0.000 15.224 2 C2 X 7.999 7.999 0.000 15.224 3 LR1 X 29.330 29.330 -0.000 24.417 4 LR2 X 29.330 29.330 -0.000 24.417 Clearspan frame -- Page A48/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Member Distributor Loads (BLC 16 : Earthquake-) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -7.999 -7.999 0.000 15.224 2 C2 X -7.999 -7.999 0.000 15.224 3 LR1 X -29.330 -29.330 -0.000 24.417 4 LR2 X -29.330 -29.330 -0.000 24.417 Load Combinations Description PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor 1 DL ONLY DL 1 2 FLL ONLY LL 1 3 IBC 16-9 DL 1 LL 1 4 IBC 16-10 (a)DL 1 RLL 1 5 IBC 16-10 (b)DL 1 SL 1 6 IBC 16-11 (a)DL 1 LL 0.75 RLL 0.75 7 IBC 16-11 (b)DL 1 LL 0.75 SL 0.75 8 IBC 16-12 (a) 1 DL 1 OL1 0.6 9 IBC 16-12 (a) 2 DL 1 OL2 0.6 10 IBC 16-12 (a) 3 DL 1 OL3 0.6 11 IBC 16-12 (a) 4 DL 1 OL4 0.6 12 IBC 16-12 (a) 5 DL 1 OL5 0.6 13 IBC 16-12 (a) 6 DL 1 OL6 0.6 14 IBC 16-12 (a) 7 DL 1 OL7 0.6 15 IBC 16-12 (a) 8 DL 1 OL8 0.6 16 IBC 16-12 (b) 1 DL 1 15 0.7 17 IBC 16-12 (b) 2 DL 1 16 0.7 18 IBC 16-13 (a) 1 DL 1 LL 0.75 RLL 0.75 OL1 0.45 19 IBC 16-13 (a) 2 DL 1 LL 0.75 RLL 0.75 OL2 0.45 20 IBC 16-13 (a) 3 DL 1 LL 0.75 RLL 0.75 OL3 0.45 21 IBC 16-13 (a) 4 DL 1 LL 0.75 RLL 0.75 OL4 0.45 22 IBC 16-13 (a) 5 DL 1 LL 0.75 RLL 0.75 OL5 0.45 23 IBC 16-13 (a) 6 DL 1 LL 0.75 RLL 0.75 OL6 0.45 24 IBC 16-13 (a) 7 DL 1 LL 0.75 RLL 0.75 OL7 0.45 25 IBC 16-13 (a) 8 DL 1 LL 0.75 RLL 0.75 OL8 0.45 26 IBC 16-13 (b) 1 DL 1 LL 0.75 SL 0.75 OL1 0.45 27 IBC 16-13 (b) 2 DL 1 LL 0.75 SL 0.75 OL2 0.45 28 IBC 16-13 (b) 3 DL 1 LL 0.75 SL 0.75 OL3 0.45 29 IBC 16-13 (b) 4 DL 1 LL 0.75 SL 0.75 OL4 0.45 30 IBC 16-13 (b) 5 DL 1 LL 0.75 SL 0.75 OL5 0.45 31 IBC 16-13 (b) 6 DL 1 LL 0.75 SL 0.75 OL6 0.45 32 IBC 16-13 (b) 7 DL 1 LL 0.75 SL 0.75 OL7 0.45 33 IBC 16-13 (b) 8 DL 1 LL 0.75 SL 0.75 OL8 0.45 34 IBC 16-14 (a) 1 DL 1 LL 0.75 SL 0.75 15 0.525 35 IBC 16-14 (a) 2 DL 1 LL 0.75 SL 0.75 16 0.525 36 IBC 16-15 (a) 1 DL 0.6 OL1 0.6 37 IBC 16-15 (a) 2 DL 0.6 OL2 0.6 38 IBC 16-15 (a) 3 DL 0.6 OL3 0.6 39 IBC 16-15 (a) 4 DL 0.6 OL4 0.6 40 IBC 16-15 (a) 5 DL 0.6 OL5 0.6 41 IBC 16-15 (a) 6 DL 0.6 OL6 0.6 42 IBC 16-15 (a) 7 DL 0.6 OL7 0.6 43 IBC 16-15 (a) 8 DL 0.6 OL8 0.6 44 IBC 16-16 (a) 1 DL 0.6 15 0.7 45 IBC 16-16 (a) 2 DL 0.6 16 0.7 Envelope Joint Reactions Joint X[lb]LC Y[lb]LC Moment[ft-lb] LC Clearspan frame -- Page A58/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC 1 C1B max 3176 32 9719 5 0 30 2 C1B min -1462 37 -2854 36 -0 36 3 C2B max 1701 40 7352 5 0 43 4 C2B min -3077 5 -2180 40 -0 27 5 Total max 1991 14 17071 5 0 23 6 Total min -1756 39 -4511 36 -0 27 Envelope Member Section Forces Member Sec Axial[lb] LC Shear[lb] LC Moment[ft-lb] LC 1 C1 1 max 9719 5 3176 32 0 30 2 1 min -2854 36 -1462 37 -0 36 3 C1 2 max 3053 37 2054 36 0 32 4 2 min -8293 32 -5252 5 -0 37 5 C2 1 max 7352 5 1701 40 0 43 6 1 min -2180 40 -3077 5 -0 27 7 C2 2 max 4886 40 5252 5 0 28 8 2 min -9526 34 -2628 40 -0 40 9 KB1 1 max 18553 5 0 45 -0 1 10 1 min -5881 36 0 1 -0 1 11 KB1 2 max 18553 5 0 45 -0 1 12 2 min -5881 36 0 1 -0 1 13 KB2 1 max 18553 5 0 45 -0 1 14 1 min -7908 40 0 1 -0 1 15 KB2 2 max 18553 5 0 45 -0 1 16 2 min -7908 40 0 1 -0 1 17 AB 1 max 3501 36 0 17 -0 1 18 1 min -16381 5 -0 44 -0 1 19 AB 2 max 3501 36 0 17 0 44 20 2 min -16381 5 -0 44 -0 17 21 LR1 1 max 2446 37 8606 35 504 42 22 1 min -6902 32 -2939 36 -1348 5 23 LR1 2 max 19198 5 3171 5 0 40 24 2 min -4765 36 -1142 40 -0 5 25 LR2 1 max 3396 40 4388 40 0 34 26 1 min -6698 5 -8579 34 -0 40 27 LR2 2 max 19188 5 953 36 0 36 28 2 min -4797 40 -3226 5 -0 5 AISI S100-16 : ASD Cold Formed Steel Code Checks Member Shape H1.2-1 Check Loc[ft]LC H2-1 Check Loc[ft]LC 1 C1 2-14in x 4in 12G CEE-BB 0.97 9.600 3 0.75 9.600 4 2 C2 2-14in x 4in 12G CEE-BB 0.93 9.600 3 0.75 9.600 4 3 KB1 2-8in x 4in 16G CEE-BB 0.89 6.868 1 0.00 6.868 1 4 KB2 2-8in x 4in 16G CEE-BB 0.89 6.868 1 0.00 6.868 1 5 AB 2-8in x 4in 16G CEE-BB 0.75 22.500 1 0.00 22.500 1 6 LR1 2-14in x 4in 12G CEE-BB 0.95 3.126 5 0.56 3.126 0 7 LR2 2-14in x 4in 12G CEE-BB 0.95 3.126 5 0.56 3.126 0 Clearspan frame -- Page A68/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC AISI S100-16 : ASD Cold Formed Steel Allowable Member Load Member Shape Pn/Om[lb]Tn/Om[lb]Mn/Om[lb-ft]Cb Cm 1 C1 2-14in x 4in 12G CEE-BB 59931 147185 36393 1 1 2 C2 2-14in x 4in 12G CEE-BB 59931 147185 36393 1 1 3 KB1 2-8in x 4in 16G CEE-BB 20935 61069 8399 1 1 4 KB2 2-8in x 4in 16G CEE-BB 20935 61069 8399 1 1 5 AB 2-8in x 4in 16G CEE-BB 4680 61069 3045 1 1 6 LR1 2-14in x 4in 12G CEE-BB 41665 147185 36393 1 1 7 LR2 2-14in x 4in 12G CEE-BB 41665 147185 36393 1 1 Clearspan frame -- Page A78/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC ENDWALL A FRAME ANALYSIS: Analysis & Design Software:ACT Dimensions version 2.22.8.5 by ACT Building Systems Applicable Frame Numbers:1 Overall Nominal Frame Width:50' - 0" Nominal Eave Height:16' - 0" Roof Pitch:2:12 Tributary Width:48.00 in Design Roof Snow Load:35.00 psf Roof Live Load:20.00 psf Wind Speed AndAlso Exposure:115 mph, C X - JOINT LABEL (SEE RISA ANALYSIS NEXT PAGE) (X) - MEMBER LABEL (SEE RISA ANALYSIS NEXT PAGE) FRAME NODE AND MEMBER DIAGRAM Endwall A Frame -- Page A88/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Cold Formed Steel Properties Label E[psi]G[psi]Nu Therm(/1E5 F)Density[lb/ft^3]Yield[psi]Fu[psi] 1 CF_STL 29500065 11300025 0.3 0.65 490 55000 70000 Joint Coordinates Label X[ft] Y[ft] 1 C1B 0.917 0.000 2 C1T 0.917 15.224 3 C2B 49.086 0.000 4 C2T 49.086 15.224 5 APX 25.001 19.238 6 KB1B 0.917 9.600 7 KB1T 4.000 15.738 8 KB2B 49.086 9.600 9 KB2T 46.002 15.738 10 EC1B 19.001 0.000 11 EC1T 19.001 18.238 12 EC2B 38.002 0.000 13 EC2T 38.002 17.072 Member Primary Data Label I Joint J Joint Shape Type DesignList Material DesignRules 1 C1 C1B C1T 14in x 4in 12G CEE Beam CS CF_STL Typical 2 C2 C2B C2T 14in x 4in 12G CEE Beam CS CF_STL Typical 3 KB1 KB1B KB1T 8in x 4in 16G CEE Beam CS CF_STL Typical 4 KB2 KB2B KB2T 8in x 4in 16G CEE Beam CS CF_STL Typical 5 EC1-1A EC1B EC1T 14in x 4in 12G CEE Beam CS CF_STL Typical 6 EC2-1A EC2B EC2T 14in x 4in 12G CEE Beam CS CF_STL Typical 7 LR1 C1T APX 14in x 4in 12G CEE Beam CS CF_STL Typical 8 LR2 C2T APX 14in x 4in 12G CEE Beam CS CF_STL Typical Member Advanced Data Label I Release J Release I Offset[ft]J Offset[ft]T/C Only Physical 1 C1 PIN 0.000 0.000 Yes 2 C2 PIN 0.000 0.000 Yes 3 KB1 PIN PIN 0.000 0.000 4 KB2 PIN PIN 0.000 0.000 5 EC1-1A PIN PIN 0.000 0.000 Yes 6 EC2-1A PIN PIN 0.000 0.000 Yes 7 LR1 PIN 0.469 0.000 Yes 8 LR2 PIN 0.469 0.000 Yes Cold Formed Steel Design Parameters Label Shape Length[ft]Lb-out[ft]Lb-in[ft]Lcomp top[ft]Lcomp bot[ft]K-out K-in Cm Out sway In sway 1 EC1-1A 14in x 4in 12G CEE 18.238 0.8 1 Yes 2 EC2-1A 14in x 4in 12G CEE 17.072 0.8 1 Yes Endwall A Frame -- Page A98/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Basic Load Cases BLC Description Category Joint Point Distributed 1 Roof Dead DL 0 1 2 2 Roof Snow SL 0 1 2 3 Roof Live RLL 0 1 2 4 Wall Dead DL 0 0 0 5 Floor Dead DL 0 0 0 6 Floor Live LL 0 0 0 7 Wind To Right - Upward Balooning OL1 0 2 6 8 Wind To Right - Upward Deflation OL2 0 2 6 9 Wind To Right - Downward Balooning OL3 0 0 2 10 Wind To Right - Downward Deflation OL4 0 2 6 11 Wind To Left - Upward Balooning OL5 0 2 6 12 Wind To Left - Upward Deflation OL6 0 2 6 13 Wind To Left - Downward Balooning OL7 0 2 2 14 Wind To Left - Downward Deflation OL8 0 2 6 15 Earthquake+None 0 1 4 16 Earthquake-None 0 1 4 Member Distributor Loads (BLC 1 : Roof Dead) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 LR1 Y -16.000 -16.000 -0.000 24.417 2 LR2 Y -16.000 -16.000 -0.000 24.417 Member Distributor Loads (BLC 2 : Roof Snow) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 LR1 Y -138.095 -138.095 -0.000 24.417 2 LR2 Y -138.095 -138.095 -0.000 24.417 Member Distributor Loads (BLC 3 : Roof Live) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 LR1 Y -76.544 -76.544 -0.000 24.417 2 LR2 Y -76.544 -76.544 -0.000 24.417 Member Distributor Loads (BLC 7 : Wind To Right - Upward Balooning) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 42.615 42.615 0.000 15.224 2 C2 X 47.942 47.942 0.000 15.224 3 LR1 X -13.241 -13.241 -0.000 24.417 4 LR1 Y 79.446 79.446 -0.000 24.417 5 LR2 X 13.241 13.241 -0.000 24.417 6 LR2 Y 79.446 79.446 -0.000 24.417 Member Distributor Loads (BLC 8 : Wind To Right - Upward Deflation) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 73.298 73.298 0.000 15.224 2 C2 X 17.259 17.259 0.000 15.224 3 LR1 X -8.197 -8.197 -0.000 24.417 4 LR1 Y 49.181 49.181 -0.000 24.417 5 LR2 X 8.197 8.197 -0.000 24.417 6 LR2 Y 49.181 49.181 -0.000 24.417 Endwall A Frame -- Page A108/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 42.615 42.615 0.000 15.224 2 C2 X 47.942 47.942 0.000 15.224 Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 73.298 73.298 0.000 15.224 2 C2 X 17.259 17.259 0.000 15.224 3 LR1 X 0.378 0.378 -0.000 24.417 4 LR1 Y -2.270 -2.270 -0.000 24.417 5 LR2 X -0.378 -0.378 -0.000 24.417 6 LR2 Y -2.270 -2.270 -0.000 24.417 Member Distributor Loads (BLC 11 : Wind To Left - Upward Balooning) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -47.942 -47.942 0.000 15.224 2 C2 X -42.615 -42.615 0.000 15.224 3 LR1 X -13.241 -13.241 -0.000 24.417 4 LR1 Y 79.446 79.446 -0.000 24.417 5 LR2 X 13.241 13.241 -0.000 24.417 6 LR2 Y 79.446 79.446 -0.000 24.417 Member Distributor Loads (BLC 12 : Wind To Left - Upward Deflation) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -17.259 -17.259 0.000 15.224 2 C2 X -73.298 -73.298 0.000 15.224 3 LR1 X -8.197 -8.197 -0.000 24.417 4 LR1 Y 49.181 49.181 -0.000 24.417 5 LR2 X 8.197 8.197 -0.000 24.417 6 LR2 Y 49.181 49.181 -0.000 24.417 Member Distributor Loads (BLC 13 : Wind To Left - Downward Balooning) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -47.942 -47.942 0.000 15.224 2 C2 X -42.615 -42.615 0.000 15.224 Member Distributor Loads (BLC 14 : Wind To Left - Downward Deflation) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -17.259 -17.259 0.000 15.224 2 C2 X -73.298 -73.298 0.000 15.224 3 LR1 X 0.378 0.378 -0.000 24.417 4 LR1 Y -2.270 -2.270 -0.000 24.417 5 LR2 X -0.378 -0.378 -0.000 24.417 6 LR2 Y -2.270 -2.270 -0.000 24.417 Endwall A Frame -- Page A118/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Member Distributor Loads (BLC 15 : Earthquake+) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X 4.000 4.000 0.000 15.224 2 C2 X 4.000 4.000 0.000 15.224 3 LR1 X 14.665 14.665 -0.000 24.417 4 LR2 X 14.665 14.665 -0.000 24.417 Member Distributor Loads (BLC 16 : Earthquake-) Member Label Direction Start Mag[lb/ft]End Mag[lb/ft]Start Loc[ft/%]End Loc[ft/%] 1 C1 X -4.000 -4.000 0.000 15.224 2 C2 X -4.000 -4.000 0.000 15.224 3 LR1 X -14.665 -14.665 -0.000 24.417 4 LR2 X -14.665 -14.665 -0.000 24.417 Load Combinations Description PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor 1 DL ONLY DL 1 2 FLL ONLY LL 1 3 IBC 16-9 DL 1 LL 1 4 IBC 16-10 (a)DL 1 RLL 1 5 IBC 16-10 (b)DL 1 SL 1 6 IBC 16-11 (a)DL 1 LL 0.75 RLL 0.75 7 IBC 16-11 (b)DL 1 LL 0.75 SL 0.75 8 IBC 16-12 (a) 1 DL 1 OL1 0.6 9 IBC 16-12 (a) 2 DL 1 OL2 0.6 10 IBC 16-12 (a) 3 DL 1 OL3 0.6 11 IBC 16-12 (a) 4 DL 1 OL4 0.6 12 IBC 16-12 (a) 5 DL 1 OL5 0.6 13 IBC 16-12 (a) 6 DL 1 OL6 0.6 14 IBC 16-12 (a) 7 DL 1 OL7 0.6 15 IBC 16-12 (a) 8 DL 1 OL8 0.6 16 IBC 16-12 (b) 1 DL 1 15 0.7 17 IBC 16-12 (b) 2 DL 1 16 0.7 18 IBC 16-13 (a) 1 DL 1 LL 0.75 RLL 0.75 OL1 0.45 19 IBC 16-13 (a) 2 DL 1 LL 0.75 RLL 0.75 OL2 0.45 20 IBC 16-13 (a) 3 DL 1 LL 0.75 RLL 0.75 OL3 0.45 21 IBC 16-13 (a) 4 DL 1 LL 0.75 RLL 0.75 OL4 0.45 22 IBC 16-13 (a) 5 DL 1 LL 0.75 RLL 0.75 OL5 0.45 23 IBC 16-13 (a) 6 DL 1 LL 0.75 RLL 0.75 OL6 0.45 24 IBC 16-13 (a) 7 DL 1 LL 0.75 RLL 0.75 OL7 0.45 25 IBC 16-13 (a) 8 DL 1 LL 0.75 RLL 0.75 OL8 0.45 26 IBC 16-13 (b) 1 DL 1 LL 0.75 SL 0.75 OL1 0.45 27 IBC 16-13 (b) 2 DL 1 LL 0.75 SL 0.75 OL2 0.45 28 IBC 16-13 (b) 3 DL 1 LL 0.75 SL 0.75 OL3 0.45 29 IBC 16-13 (b) 4 DL 1 LL 0.75 SL 0.75 OL4 0.45 30 IBC 16-13 (b) 5 DL 1 LL 0.75 SL 0.75 OL5 0.45 31 IBC 16-13 (b) 6 DL 1 LL 0.75 SL 0.75 OL6 0.45 32 IBC 16-13 (b) 7 DL 1 LL 0.75 SL 0.75 OL7 0.45 33 IBC 16-13 (b) 8 DL 1 LL 0.75 SL 0.75 OL8 0.45 34 IBC 16-14 (a) 1 DL 1 LL 0.75 SL 0.75 15 0.525 35 IBC 16-14 (a) 2 DL 1 LL 0.75 SL 0.75 16 0.525 36 IBC 16-15 (a) 1 DL 0.6 OL1 0.6 37 IBC 16-15 (a) 2 DL 0.6 OL2 0.6 Endwall A Frame -- Page A128/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC Load Combinations (continued) Description PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor 38 IBC 16-15 (a) 3 DL 0.6 OL3 0.6 39 IBC 16-15 (a) 4 DL 0.6 OL4 0.6 40 IBC 16-15 (a) 5 DL 0.6 OL5 0.6 41 IBC 16-15 (a) 6 DL 0.6 OL6 0.6 42 IBC 16-15 (a) 7 DL 0.6 OL7 0.6 43 IBC 16-15 (a) 8 DL 0.6 OL8 0.6 44 IBC 16-16 (a) 1 DL 0.6 15 0.7 45 IBC 16-16 (a) 2 DL 0.6 16 0.7 Envelope Joint Reactions Joint X[lb]LC Y[lb]LC Moment[ft-lb] LC 1 C1B max 467 14 2264 5 0 14 2 C1B min -488 39 -862 36 -0 36 3 C2B max 578 40 1077 34 0 37 4 C2B min -475 10 -821 40 -0 17 5 Total max 995 42 2888 5 0 44 6 Total min -878 11 -1374 40 -0 17 Envelope Member Section Forces Member Sec Axial[lb] LC Shear[lb] LC Moment[ft-lb] LC 1 C1 1 max 2264 5 467 14 0 14 2 1 min -862 36 -488 39 -0 36 3 C1 2 max 2197 34 597 39 0 12 4 2 min -1620 40 -643 14 -0 39 5 C2 1 max 1077 34 578 40 0 37 6 1 min -821 40 -475 10 -0 17 7 C2 2 max 1452 17 751 16 0 36 8 2 min -1449 44 -849 40 -0 15 9 KB1 1 max 1757 35 0 45 -0 1 10 1 min -1602 44 0 1 -0 1 11 KB1 2 max 1757 35 0 45 -0 1 12 2 min -1602 44 0 1 -0 1 13 KB2 1 max 2576 16 0 45 -0 1 14 1 min -2464 45 0 1 -0 1 15 KB2 2 max 2576 16 0 45 -0 1 16 2 min -2464 45 0 1 -0 1 17 EC1-1A 1 max 3285 5 0 45 -0 1 18 1 min -1038 40 0 1 -0 1 19 EC1-1A 2 max 3285 5 0 45 -0 1 20 2 min -1038 40 0 1 -0 1 21 EC2-1A 1 max 2502 35 0 45 -0 1 22 1 min -859 36 0 1 -0 1 23 EC2-1A 2 max 2502 35 0 45 -0 1 24 2 min -859 36 0 1 -0 1 25 LR1 1 max 824 44 1056 45 252 42 26 1 min -971 14 -1228 34 -674 5 27 LR1 2 max 354 29 182 40 0 40 28 2 min -415 40 -676 5 -0 5 29 LR2 1 max 1043 40 1315 17 0 45 30 1 min -978 16 -1307 44 -0 16 31 LR2 2 max 216 39 306 40 0 36 32 2 min -334 12 -713 5 -0 5 AISI S100-16 : ASD Cold Formed Steel Code Checks Member Shape H1.2-1 Check Loc[ft]LC H2-1 Check Loc[ft]LC Endwall A Frame -- Page A138/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC 1 C1 14in x 4in 12G CEE 0.38 9.600 3 0.13 9.600 4 2 C2 14in x 4in 12G CEE 0.41 9.600 3 0.22 9.600 4 3 KB1 8in x 4in 16G CEE 0.25 6.868 1 0.00 6.868 1 4 KB2 8in x 4in 16G CEE 0.25 6.868 1 0.00 6.868 1 5 LR1 14in x 4in 12G CEE 0.44 18.333 9 0.38 18.333 8 6 LR2 14in x 4in 12G CEE 0.44 18.333 9 0.38 18.333 8 AISI S100-16 : ASD Cold Formed Steel Allowable Member Load Member Shape Pn/Om[lb]Tn/Om[lb]Mn/Om[lb-ft]Cb Cm 1 C1 14in x 4in 12G CEE 15246 73593 18196 1 1 2 C2 14in x 4in 12G CEE 15246 73593 18196 1 1 3 KB1 8in x 4in 16G CEE 10468 30534 4199 1 1 4 KB2 8in x 4in 16G CEE 10468 30534 4199 1 1 5 LR1 14in x 4in 12G CEE 20725 73593 18196 1 1 6 LR2 14in x 4in 12G CEE 20725 73593 18196 1 1 Endwall A Frame -- Page A148/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC FRAME BRACE END SCREW CONNECTION DESIGN Brace results apply at Frames 1-5 Gable Frame Columns:Double 14in x 4in 12G CEE Gable Frame Rafters:Double 14in x 4in 12G CEE Gable Frame Typ. Knee Braces:Double 8in x 4in 16G CEE Gable Frame Apex Braces:Double 8in x 4in 16G CEE Knee Brace Vert. Intersection Dimension per Detail A/2 (ft.):10' - 0 1/4'' Knee Brace Horiz. Intersection Dimension per Detail A/2 (ft.):2' - 6 7/8'' Apex Brace Horiz. Intersection Dimension per Detail B/2 (ft.):9' - 8 3/8'' Screw Size:#14 Ultimate Single Shear Screw Strength (lbs.):2450 Ω = 2.5 n Screws R3d (group effect factor)V single screw (lbs.)P (design allowable, lbs.) Knee Brace 18 0.65 527 9486 Apex Brace 16 0.65 532 8520 MAX. KNEE BRACE FORCE (lbs.):9277 MAX. APEX BRACE FORCE (lbs.):8191 FRAME BRACE END ALTERNATE BOLT CONNECTION DESIGN Fu = Tensile strength of connected part (psi) Fy = Yield strength of connected part (psi) db = Nominal bolt diameter (in.) g1 = Nominal gauge of thinnest connected part (in.) t1 = Thickness of thinnest connected part (in.) Pn = Nominal bearing strength per bolt (lbs.) ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS: Fu (psi) =70000 db =0.625 Fy (psi) =55000 g1 =16 d/t = 10.59 t1 =0.059 C = 2.94 Pn = 7591 3100 Bolt Grade:A325 6443 Allowable Shear on Each Bolt (lbs.):3100 * MAX. KNEE BRACE FORCE (lbs.):9277 * MAX. APEX BRACE FORCE (lbs.):8191 NO T A T I O N S Allowable shear based on A325 bolt in shear (lbs.): (USE MIN. (3) 5/8'' DIAM. A325 BOLTS AT EACH END OF EACH APEX BRACE) (USE MIN. (3) 5/8'' DIAM. A325 BOLTS AT EACH END OF EACH KNEE BRACE) (INSTALL (16) #14 SCREWS AT EACH END OF EACH APEX BRACE) Allowable shear based on connected material bearing (lbs.): (INSTALL (18) #14 SCREWS AT EACH END OF EACH KNEE BRACE) 8/4/2023VREX93591300 Vaccarella Calc Package Brace End Conn's. -- Page A15 Metal Building Engineering, LLC 'ENDWALL A' X-BRACING TOTAL SHEAR FORCE, ASD, LBS.:435 'ENDWALL B' X-BRACING TOTAL SHEAR FORCE, ASD, LBS.:435 BAY #1 X-BRACING WIDTH (ft.):15.67 HEIGHT (ft.):17.34 SHEAR FORCE, ASD (lbs.):435 BASE UPLIFT TENSION, ASD (lbs.):481 X-BRACING TENSION, ASD (lbs.):648 STRAP SIZE: 'SIDEWALL A' X-BRACING TOTAL SHEAR FORCE, ASD, LBS.:3587 BAY #1 5 X-BRACING WIDTH (ft.):8.00 8.00 HEIGHT (ft.):15.94 15.94 SHEAR FORCE, ASD (lbs.):1793 1793 BASE UPLIFT TENSION, ASD (lbs.):3573 3573 X-BRACING TENSION, ASD (lbs.):3998 3998 STRAP SIZE: 'SIDEWALL B' X-BRACING TOTAL SHEAR FORCE, ASD, LBS.:3193 BAY #1 5 X-BRACING WIDTH (ft.):8.00 8.00 HEIGHT (ft.):15.94 15.94 SHEAR FORCE, ASD (lbs.):1597 1597 BASE UPLIFT TENSION, ASD (lbs.):3181 3181 X-BRACING TENSION, ASD (lbs.):3559 3559 STRAP SIZE: 'ROOF' X-BRACING TOTAL SHEAR FORCE, ASD, LBS.:671 BAY #1 5 X-BRACING WIDTH (ft.):8.00 8.00 MAX STRAP LENGTH UP SHEETING (ft.):17.49 15.63 SHEAR FORCE, ASD (lbs.):335 335 X-BRACING TENSION, ASD (lbs.):801 730 STRAP SIZE: 'LEANTO A ROOF' X-BRACING TOTAL SHEAR FORCE, ASD, LBS.:0 BAY #1 X-BRACING WIDTH (ft.):8.00 MAX STRAP LENGTH UP SHEETING (ft.):13.58 SHEAR FORCE, ASD (lbs.):0 X-BRACING TENSION, ASD (lbs.):0 STRAP SIZE: (2) 1.5" x 16ga. strap LATERAL FORCE RESISTANCE X-BRACING ANALYSIS (ADD KNEE BRACES TO ENDWALL FRAME IN LIEU OF X-BRACING) (X-BRACING USED TO RESIST LOAD) (1) 1.5" x 16ga. strap (X-BRACING USED TO RESIST LOAD) (2) 1.5" x 16ga. strap (X-BRACING USED TO RESIST LOAD) (2) 1.5" x 16ga. strap (X-BRACING USED TO RESIST LOAD) (2) 1.5" x 16ga. strap (X-BRACING USED TO RESIST LOAD) 8/4/2023VREX93591300 Vaccarella Calc Package Lateral Force Resistance -- Page B1 Metal Building Engineering, LLC MAIN BUILDING ROOF PURLIN DESIGN MEMBER SIZE USED --> AL L B A Y S SPAN (ft.): 8.00 DOWNWARD LOAD TRIB. WIDTH (ft.): 4.04 DOWNWARD DISTRIBUTED LOAD (lbs./ft.): 151 UPWARD LOAD TRIB. WIDTH (ft.): 4.04 UPWARD DISTRIBUTED LOAD (lbs./ft.): 81 DESIGN DOWNWARD BENDING MOMENT, Mu (ft.-lbs.): 2021 DESIGN DOWNWARD END SHEAR (lbs.):605 DESIGN UPWARD BENDING MOMENT, Mu (ft.-lbs.): 1083 DESIGN UPWARD END SHEAR (lbs.):324 PURLIN BRACING LOCATIONS:--- INSIDE FLANGE UNBRACED LENGTH (FT.):8.00 (Mn values from NASPEC Section C3.1) --> +Mn allow (ft.-lbs.):2590 -Mn allow (ft.-lbs.):1838 OK DOWNWARD DEFLECTION (in.):0.34 = (L/278) UPWARD DEFLECTION (in.):0.18 = (L/520) 4in x 3in 16G Eave Strut Typ. OK 4in x 2/2in 16G ZEE 8/4/2023VREX93591300 Vaccarella Calc Package Roof Purlins -- Page C1 Metal Building Engineering, LLC MAIN BUILDING WALL GIRT DESIGN SIDEWALL 'A' AND 'B' GIRT DESIGN MEMBER SIZE USED --> AL L B A Y S BAY WIDTH (ft.): 8.00 MAX. GIRT SPAN (ft.): 8.00 TRIB. WIDTH (ft.): 5.33 INWARD DISTRIBUTED LOAD (lbs./ft.): 67 OUTWARD DISTRIBUTED LOAD (lbs./ft.): 73 DESIGN INWARD BENDING MOMENT, Mu (ft.-lbs.): 961 DESIGN INWARD END SHEAR (lbs.):298 DESIGN OUTWARD BENDING MOMENT, Mu (ft.-lbs.): 1006 DESIGN OUTWARD END SHEAR (lbs.):325 GIRT BRACING LOCATIONS:--- INSIDE FLANGE UNBRACED LENGTH (FT.):8.00 (Mn values from NASPEC Section C3.1) --> +Mn allow (ft.-lbs.):2590 -Mn allow (ft.-lbs.):1838 OK INWARD DEFLECTION (in.):0.15 = (L/633) OUTWARD DEFLECTION (in.):0.16 = (L/580) MEMBER SIZE USED --> BA Y # 1 BA Y # 2 BA Y # 3 BA Y # 1 BA Y # 2 BA Y # 3 BAY WIDTH (ft.): 17.50 19.00 10.50 15.67 15.67 15.67 MAX. GIRT SPAN (ft.): 17.50 19.00 10.50 15.67 15.67 15.67 TRIB. WIDTH (ft.): 6.72 6.72 6.72 6.72 6.72 6.72 INWARD DISTRIBUTED LOAD (lbs./ft.): 77 77 77 77 77 77 OUTWARD DISTRIBUTED LOAD (lbs./ft.): 85 85 85 85 85 85 DESIGN INWARD BENDING MOMENT, Mu (ft.-lbs.): 4990 5836 1831 4010 3968 4010 DESIGN INWARD END SHEAR (lbs.):704 736 430 632 607 632 DESIGN OUTWARD BENDING MOMENT, Mu (ft.-lbs.): 5486 6417 2013 4410 4363 4410 DESIGN OUTWARD END SHEAR (lbs.):774 809 473 695 667 695 GIRT BRACING LOCATIONS:M/S 1/3 PTS.---M/S M/S M/S INSIDE FLANGE UNBRACED LENGTH (FT.):8.75 6.33 10.50 7.83 7.83 7.83 (Mn values from NASPEC Section C3.1) --> +Mn allow (ft.-lbs.):9500 9500 9500 9500 9500 9500 -Mn allow (ft.-lbs.):5819 8222 4048 6699 6699 6699 OK OK OK OK OK OK INWARD DEFLECTION (in.):0.82 1.15 0.10 0.53 0.53 0.53 = (L/253)= (L/197)(> L/1000)= (L/352)= (L/352)= (L/352) OUTWARD DEFLECTION (in.):0.91 1.26 0.11 0.58 0.58 0.58 = (L/230)= (L/179)(> L/1000)= (L/320)= (L/320)= (L/320) 4in x 2/2in 16G ZEE 6in x 2.125/2.375in 12G ZEE 6in x 2.125/2.375in 12G ZEE ENDWALL 'B' GIRT DESIGNENDWALL 'A' GIRT DESIGN 8/4/2023VREX93591300 Vaccarella Calc Package Wall Girts -- Page C2 Metal Building Engineering, LLC MAIN BUILDING ENDWALL COLUMN DESIGN LOCATION:ENDWALL 'A' (LEFT ENDWALL) COLUMN #:1-2 2-3 END BAY (Y/N?): Y Y DISTANCE FROM BLDG. CORNER: 19.00 38.00 BAY WIDTH TO SIDE 1 (ft.): 19.00 19.00 BAY WIDTH TO SIDE 2 (ft.): 19.00 12.00 MAX. ENDWALL COLUMN HT. (ft.): 18.83 17.66 MAX. TRIB. WIDTH (ft.): 18.54 15.04 MAX. DISTRIBUTED LOAD (plf): 218 177 MAX DESIGN MOMENT, with Ωf = 1.67 (ft.-lbs.): 16142 11523 V horiz. (lbs.): 2053 1563 # OF #14 TOP END CONN. SCREWS: 7 6 COMPOSITE DESIGN (Y/N)? N N ENDWALL COLUMN MEMBER -->Sgl. 14in x 4in 12G CEE Sgl. 14in x 4in 12G CEE DESIGN SECTION -->14in x 4in 12G CEE 14in x 4in 12G CEE FLYBRACING ELEV. (ft.): 13.44 --- INSIDE FLANGE UNBRACED LENGTH (FT.): 13.44 17.66 (Mn values from NASPEC Section C3.1) --> +Mn allow =35188 35188 -Mn allow =23365 14051 OK OK DEFLECTION : 0.31 0.20 DEFLECTION (L/?): L/725 (> L/1000) OK OK LOCATION: ENDWALL 'B' (RIGHT ENDWALL) COLUMN #: 1-2 2-3 END BAY (Y/N?): Y Y DISTANCE FROM BLDG. CORNER: 17.17 32.83 BAY WIDTH TO SIDE 1 (ft.): 17.17 15.67 BAY WIDTH TO SIDE 2 (ft.): 15.67 17.17 MAX. ENDWALL COLUMN HT. (ft.): 18.52 18.52 MAX. TRIB. WIDTH (ft.): 15.96 15.96 MAX. DISTRIBUTED LOAD (plf): 188 188 MAX DESIGN MOMENT, with Ωf = 1.67 (ft.-lbs.): 13446 13446 V horiz. (lbs.): 1739 1739 # OF #14 TOP END CONN. SCREWS: 6 6 COMPOSITE DESIGN (Y/N)? N N ENDWALL COLUMN MEMBER -->Sgl. 14in x 4in 12G CEE Sgl. 14in x 4in 12G CEE DESIGN SECTION -->14in x 4in 12G CEE 14in x 4in 12G CEE FLYBRACING ELEV. (ft.): 13.44 13.44 INSIDE FLANGE UNBRACED LENGTH (FT.): 13.44 13.44 (Mn values from NASPEC Section C3.1) --> +Mn allow =35188 35188 -Mn allow =23365 23365 OK OK DEFLECTION : 0.25 0.25 DEFLECTION (L/?): L/885 L/885 OK OK 8/4/2023VREX93591300 Vaccarella Calc Package Endwall Columns -- Page C3 Metal Building Engineering, LLC OPENING FRAMING DESIGN OP E N I N G # WA L L L O C A T I O N BA Y # DE S I G N W I N D P R E S S U R E ( p s f ) : BA Y W I D T H ( f t . ) MA X . D I S T . F R O M E D G E O F B A Y TO O P E N I N G C . L . OP E N I N G W I D T H ( f t . ) OP E N I N G H E I G H T ( f t . ) DE S I G N J A M B H E I G H T ( f t . ) JA M B M O M E N T ( f t . - l b s . ) JA M B M E M B E R AL L O W A B L E M O M E N T F O R JA M B M E M B E R ( f t . - l b s . ) HE A D E R G I R T L E N G T H ( f t . ) HE A D E R G I R T M O M E N T ( f t . - l b s . ) HE A D E R G I R T M E M B E R HE A D E R G I R T M E M B E R (S I N G L E O R D O U B L E ) AL L O W A B L E M O M E N T F O R HE A D E R G I R T ( f t . - l b s . ) BR A C I N G ( f t . ) OP E N I N G # 1 Endwall A 1 12.76 17.50 11.00 12.00 14.00 17.31 5576 6in x 4in 14G CEE 6686 OK ---1 2 Endwall A 2 12.62 19.00 9.50 12.00 14.00 18.23 6772 6in x 4in 12G CEE 11867 OK ---2 3 Endwall A 3 15.95 10.50 7.50 3.00 7.00 13.44 1802 6in x 3in 14G Channel 3764 OK 8.78 2274 6in x 2.125/2.375in 12G ZEE SGL.9473 3.00 OK 3 4 Sidewall B 2 13.93 8.00 4.00 4.00 3.00 10.67 991 4in x 3in 16G Channel 1998 OK 8.00 1254 4in x 2/2in 16G ZEE SGL.2587 4.00 OK 4 5 Sidewall B 3 13.93 8.00 4.00 4.00 3.00 10.67 991 4in x 3in 16G Channel 1998 OK 8.00 1254 4in x 2/2in 16G ZEE SGL.2587 4.00 OK 5 6 Sidewall B 4 13.93 8.00 4.00 4.00 3.00 10.67 991 4in x 3in 16G Channel 1998 OK 8.00 1254 4in x 2/2in 16G ZEE SGL.2587 4.00 OK 6 7 Endwall A 3 13.89 10.50 8.00 3.00 3.00 13.44 1307 6in x 3in 14G Channel 3920 OK 8.78 2274 6in x 2.125/2.375in 12G ZEE SGL.9473 3.00 OK 7 8/4/2023VREX93591300 Vaccarella Calc Package Opening Framing -- Page C4 Metal Building Engineering, LLC LEANTO RAFTER DESIGN LEANTO ''A'' (ELEV. 2/1) LEANTO ROOF PITCH:2.00 HEIGHT FROM FDN. TO BOTTOM OF HIGH END OF LEANTO CEE RAFTER IF RAFTER END AT FACE OF MAIN BUILDING COLUMN: 15' - 0.5'' HEIGHT FROM FDN. TO BOTTOM OF HIGH END OF LEANTO CEE RAFTER IF RAFTER END AT OUTSIDE OF SIDEWALL GIRTS: 14' - 11.875'' SPAN:15.00 ft. MAXIMUM TRIB. WIDTH:8.00 ft. DIST. LOAD (DL+SL):304 lbs./ft. LOAD (WIND - DL):117 lbs./ft. DESIGN BENDING MOMENT (DL + SL):14277 ft.-lbs.(with Ωf = 1.67) END SHEAR (DL + SL):2700 lbs. DESIGN BENDING MOMENT (WIND-DL):5473 ft.-lbs.(with Ωf = 1.67) END SHEAR (WIND-DL):874 lbs. LEANTO RAFTER SIZE USED -->Double 8in x 4in 14G CEE DESIGN SECTION -->8in x 4in 14G CEE INSIDE FLANGE UNBRACED LENGTH (FT.):15.00 ft.(Mn values from +Mn allow =21162 ft.-lbs.AISI S100, -Mn allow =11838 ft.-lbs.Section C3.1) LEANTO 'A' RAFTER OK 8/4/2023VREX93591300 Vaccarella Calc Package Leanto Roof Rafters -- Page L1 Metal Building Engineering, LLC LEANTO "A" ROOF PURLIN DESIGN MEMBER SIZE USED -->1 <-- LEANTO "A" 'START' BAY 5 <-- LEANTO "A" 'END' BAY AL L LE A N T O BA Y S SPAN (ft.): 8.00 MAX. DOWNWARD TRIB. WIDTH (ft.): 3.80 DOWNWARD DISTR. LOAD (lbs./ft.): 144 UPWARD LOAD TRIB. WIDTH (ft.): 3.80 UPWARD DISTR. LOAD (lbs./ft.): 67 DESIGN DOWNWARD BENDING MOMENT, Mu (ft.-lbs.): 1927 DESIGN DOWNWARD END SHEAR (lbs.): 577 DESIGN UPWARD BENDING MOMENT, Mu (ft.-lbs.): 894 DESIGN UPWARD END SHEAR (lbs.): 268 PURLIN BRACING LOCATIONS: --- INSIDE FLANGE UNBRACED LENGTH (FT.): 8.00 (Mn values from NASPEC Section C3.1) --> +Mn allow (ft.-lbs.): 2590 -Mn allow (ft.-lbs.): 1838 OK INWARD DEFLECTION (in.): 0.32 = (L/292) OUTWARD DEFLECTION (in.): 0.15 = (L/630) 1 2 3 4 5 6 7 8 9 10 11 LEANTO "B" ROOF PURLIN DESIGN MEMBER SIZE USED -->0 <-- LEANTO "B" 'START' BAY 0 <-- LEANTO "B" 'END' BAY SPAN (ft.): MAX. DOWNWARD TRIB. WIDTH (ft.): DOWNWARD DISTR. LOAD (lbs./ft.): UPWARD LOAD TRIB. WIDTH (ft.): UPWARD DISTR. LOAD (lbs./ft.): DESIGN DOWNWARD BENDING MOMENT, Mu (ft.-lbs.): DESIGN DOWNWARD END SHEAR (lbs.): DESIGN UPWARD BENDING MOMENT, Mu (ft.-lbs.): DESIGN UPWARD END SHEAR (lbs.): PURLIN BRACING LOCATIONS: INSIDE FLANGE UNBRACED LENGTH (FT.): (Mn values from NASPEC Section C3.1) --> +Mn allow (ft.-lbs.): -Mn allow (ft.-lbs.): INWARD DEFLECTION (in.): OUTWARD DEFLECTION (in.): 4in x 2/2in 16G ZEE 8/4/2023VREX93591300 Vaccarella Calc Package Leanto Roof Purlins -- Page L2 Metal Building Engineering, LLC ASD FOUNDATION REACTIONS BY LOAD COMBINATION FOR EACH COLUMN AT CLEARSPAN FRAME Applies at frames 2-5, see page A1 LC' -- Load combinations as noted in frame calculation, per 'A' calc sheets. ASD Foundation Reactions (positive is toward side B or upward, negative is toward side A or downward) LC C1B X [lb]C1B Y [lb]C2B X [lb]C2B Y [lb] 1 319 -1009 -319 -763 2 0 0 0 0 3 319 -1009 -319 -763 4 1485 -4692 -1485 -3549 5 3077 -9719 -3077 -7352 6 1194 -3772 -1194 -2853 7 2387 -7542 -2387 -5705 8 -1237 2450 -81 1352 9 -1334 815 -265 404 10 -482 -748 -1172 -1025 11 -810 -1089 -946 -1118 12 418 1927 1573 1875 13 227 -134 1326 883 14 1371 -356 619 -408 15 845 -1612 708 -596 16 -426 -532 -1036 -1240 17 1065 -1486 397 -287 18 27 -1177 -1015 -1266 19 -47 -2403 -1153 -1978 20 593 -3576 -1833 -3049 21 347 -3832 -1664 -3119 22 1268 -1569 225 -874 23 1125 -3115 40 -1618 24 1983 -3282 -490 -2586 25 1588 -4224 -423 -2727 26 1220 -4948 -2209 -4118 27 1147 -6174 -2346 -4829 28 1786 -7346 -3027 -5901 29 1541 -7602 -2857 -5971 30 2461 -5340 -968 -3726 31 2318 -6885 -1154 -4470 32 3176 -7052 -1683 -5438 33 2781 -7994 -1617 -5579 34 1828 -7184 -2925 -6062 35 2946 -7900 -1850 -5347 36 -1364 2854 46 1658 37 -1462 1219 -137 709 38 -610 -344 -1044 -719 39 -937 -685 -818 -813 40 290 2331 1701 2180 41 99 270 1453 1188 42 1243 48 747 -103 43 717 -1208 836 -290 44 -554 -129 -908 -935 45 937 -1082 525 19 Reactions (Clearspan frame) -- Page F18/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC ASD FOUNDATION REACTIONS BY LOAD COMBINATION FOR EACH COLUMN AT ENDWALL A FRAME Applies at frame 1, see page A8 LC' -- Load combinations as noted in frame calculation, per 'A' calc sheets. ASD Foundation Reactions (positive is toward side B or upward, negative is toward side A or downward) LC C1B X [lb]C1B Y [lb]C2B X [lb]C2B Y [lb]EC1B X [lb]EC1B Y [lb]EC2B X [lb]EC2B Y [lb] 1 12 -235 -12 -65 0 -341 0 -245 2 0 0 0 0 0 0 0 0 3 12 -235 -12 -65 0 -341 0 -245 4 67 -1360 -67 -375 0 -1973 0 -1419 5 112 -2264 -112 -624 0 -3285 0 -2362 6 53 -1079 -53 -297 0 -1565 0 -1125 7 87 -1757 -87 -484 0 -2549 0 -1833 8 -324 768 -335 -79 0 451 0 761 9 -479 163 -320 -403 0 124 0 725 10 -352 -75 -475 -495 0 -574 0 257 11 -484 -296 -394 -638 0 -531 0 362 12 422 459 574 795 0 902 0 -255 13 233 -367 543 385 0 553 0 -196 14 467 91 528 565 0 -77 0 -961 15 262 -605 514 236 0 -81 0 -654 16 -282 23 -449 -855 0 -702 0 647 17 306 -493 425 725 0 19 0 -1137 18 -199 -326 -296 -308 0 -971 0 -371 19 -315 -780 -285 -551 0 -1216 0 -398 20 -219 -958 -401 -620 0 -1739 0 -748 21 -318 -1124 -340 -727 0 -1708 0 -670 22 361 -558 386 348 0 -633 0 -1133 23 219 -1177 363 40 0 -895 0 -1089 24 395 -834 351 175 0 -1367 0 -1662 25 241 -1356 341 -72 0 -1370 0 -1432 26 -165 -1005 -329 -495 0 -1955 0 -1078 27 -281 -1458 -318 -738 0 -2200 0 -1105 28 -186 -1637 -435 -807 0 -2724 0 -1456 29 -285 -1803 -374 -914 0 -2692 0 -1378 30 394 -1236 352 161 0 -1617 0 -1840 31 253 -1856 329 -147 0 -1879 0 -1796 32 429 -1512 318 -12 0 -2351 0 -2370 33 275 -2034 307 -259 0 -2354 0 -2139 34 -134 -1563 -415 -1077 0 -2820 0 -1164 35 307 -1951 241 108 0 -2279 0 -2502 36 -329 862 -330 -53 0 588 0 859 37 -484 257 -316 -377 0 261 0 823 38 -356 19 -471 -469 0 -437 0 355 39 -488 -202 -390 -612 0 -395 0 460 40 417 553 578 821 0 1038 0 -157 41 228 -273 548 411 0 689 0 -98 42 463 185 533 591 0 60 0 -863 43 258 -511 519 262 0 56 0 -556 44 -287 117 -444 -829 0 -565 0 745 45 301 -399 430 751 0 156 0 -1039 Reactions (Endwall A Frame) -- Page F28/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC DOWNWARD LOAD AT LEANTO COLUMN 2220 lbs. NET UPLIFT LOAD FROM LEANTO COLUMN 874 lbs. NET UPLIFT FROM LT SIDEWALL X-BRACE 0 lbs. DOWNWARD LOAD AT ENDWALL COLUMN 2744 lbs. NET UPLIFT LOAD FROM ENDWALL COLUMN 1518 lbs. MAX. HORIZ. LOAD AT ENDWALL COLUMN PERP. TO WALL 2053 lbs. MAX. REACTIONS AT SIDEWALL X-BRACING COLUMNS: SIDEWALL X-BRACING COLUMN SHEAR LOAD PARALLEL TO SIDEWALL 1695 lbs. SIDEWALL X-BRACING COLUMN UPLIFT 3464 lbs. MAX. REACTIONS AT ENDWALL X-BRACING COLUMNS: ENDWALL X-BRACING COLUMN SHEAR LOAD PARALLEL TO ENDWALL 435 lbs. ENDWALL X-BRACING COLUMN UPLIFT 464 lbs. MAX. FOUNDATION REACTIONS (ASD) FOR ALL LOAD COMBINATIONS AT NON-FRAME COMPONENTS: 8/4/2023VREX93591300 Vaccarella Calc Package Non-Frame Component Reactions -- Page F3 Metal Building Engineering, LLC Roof & Wall Sheeting -- Page P18/4/2023VREX93591300 Vaccarella Calc Package Metal Building Engineering, LLC SCREW CONNECTION DESIGN ds = Nominal screw diameter (in.) Ω Omega = 3.0 Pns = Nominal shear stength per screw (lbs.) Pnt = Nominal tension strength per screw (lbs.) Pnot = Nominal pull-out strength per screw (lbs.) Pnov = Nominal pull-over strength per screw (lbs.) g1 = nominal gauge of member in contact with the screw head (in.) t1 = Thickness of member in contact with the screw head (in.) g2 = nominal gauge of member NOT in contact with the screw head (in.) t2 = Thickness of member NOT in contact with the screw head (in.) Fu1 = Tensile strength of member in contact with the screw head (lbs.) Fu2 = Tensile strength of member NOT in contact with the screw head (lbs.) ROOF PANEL (PBR-Panel 26G)WALL PANEL (PBR-Panel 26G) g1 =26 g1 =26 g2 =16 g2 =12 t1 =0.0179 t1 =0.0179 t2 =0.057 t2 =0.1046 Fu1 =80000 Fu1 =80000 Fu2 =67000 Fu2 =67000 Screw # =12 Screw # =12 ds (in.) =0.216 ds (in.) =0.216 ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS: t2/t1 =3.18 t2/t1 =5.84 Pns (eq. E4.3.1-4) =835 Pns (eq. E4.3.1-4) =835 Allowable Shear per Screw (Ω Omega = 3.0):278 Allowable Shear per Screw =278 ALLOWABLE SHEAR BASED ON SCREW: Allowable Shear per Screw =625 Allowable Shear per Screw =625 Design Shear per Screw =278 Design Shear per Screw =278 ALLOWABLE TENSION BASED ON CONNECTED MATERIALS: Pullout Strength, Pnot (eq. E4.4.1.1) =701 1287 Pullover Strength, Pnov (eq. E4.4.2.1) =537 537 Allowable Tension per Screw (lbs.) =179 179 Nominal Screw Tension Strength (lbs) =860 860 NO T A T I O N S 8/4/2023VREX93591300 Vaccarella Calc Package Screw Capacities -- Page P2