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HomeMy WebLinkAboutStructural CalculationsSTRUCTURAL CALCULATIONS FOR: James Suzuki Building 4602 County Rd 154 Glenwood Springs, CO 81601 Metal Sales Manufacturing Corp. Job # MPAI80098767 Sheet # M1, M2 Al -A7 A8 -A14 Al 5 B1 Cl -C3 C4 F1 - F5 P1, P2 (25' WIDE X 40' LONG BUILDING WITH 18' EAVE HEIGHT AND 3:12 ROOF PITCH) INDEX TO CALCULATIONS Contents Design Parameters, Loadings Clearspan Frame Analysis & Design Endwall A Frame Analysis & Design Frame Brace End Connections Lateral Force Resistance Analysis and Design Purlin, Girt, and Endwall Column Analysis and Design Opening Framing Design Foundation and Concrete Anchor Design Roof & Wall Panel Information and Screw Capacities Distributor: All American Steel Structural Engineering by: Metal Building Engineering, LLC 264 Bridleridge Road Lexington, SC 29073 engsupport@actbuildingsystems.com Metal Building Engineering, LLC JOB INFORMATION: JOB NAME: James Suzuki JOB ADDRESS: 4602 County Rd 154 Glenwood Springs, CO 81601 JOB NUMBER: MPAI80098767 MATERIAL SPECIFICATIONS: MAIN BUILDING FRAME WIDTH (ft.): 25.00 OVERALL ENCLOSED BUILDING WIDTH (ft.): 25.00 BUILDING LENGTH (ft.): 40.00 BUILDING FRAME EAVE HEIGHT (ft.): 18.00 BUILDING FRAME ROOF SLOPE (?/12): 3 00 Corner Wall Zones (ft): 6.00 Sidewall Interior Zone (ft): 28.00 CONCRETE: 2500 psi (28 -day Strength) CONCRETE REINFORCING: ASTM A615, Grade 60 (Fy = 60,000 psi) 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: PURLINS: MISC.: STEEL FRAMES: 1.0 psf 1.0 psf 0.0 psf 1.0 psf TOTAL ROOF DEAD LOAD: WALL DEAD LOAD: ROOF LIVE LOADS: ROOF LIVE LOAD REDUCTION FACTORS (R1 x R2). DESIGN LIVE LOAD FOR CLEARSPAN FRAMES: DESIGN LIVE LOAD FOR PURLINS AND OTHER ELEMENTS: ROOF SNOW LOADS: GROUND SNOW LOAD: SNOW LOAD IMPORTANCE FACTOR, Is: Ce, Exposure Factor: Ct, Thermal Factor: Cs, Slope Factor: MIN. ROOF SNOW LOAD: DESIGN SLOPED ROOF SNOW LOAD: 3.0 psf 3.0 psf 0 70 14.0 psf 20.0 psf 50.0 psf 1.00 1.00 1.00 1.00 40.0 psf 40.0 psf MPAI80098767 Suzuki Calc Package 12/5/2019 Design Parameters -- Page M1 Metal Building Engineering, LLC LATERAL LOADS: SEISMIC LOADS: Ss: Fa: SMS = (Fa x SO= SDS_ (2/3) x SMS = R= REDUNDANCY FACTOR, rho = SEISMIC IMPORTANCE FACTOR, le = Cs = Eh=CsxWxrho= Eh (ASD) = Eh * .7 = ADDITIONAL ROOF SNOW LOAD (psf): W =TOTAL SEISMIC DESIGN DEAD LOAD (lbs.) = LATERAL SYSTEM SEISMIC SHEAR EFFECT, Eh (lbs.) = SEISMIC DESIGN CATEGORY: 8 x Ts = Ta (sec.) = WIND LOADS: ULTIMATE WIND SPEED (mph) = 115 EXPOSURE = B BUILDING ENCLOSURE TYPE: ENCLOSED (Based on ASCE 7-16, Chapter 12, using Site Class "D" and Risk Category "II") 'Short' Period 1 -sec. Period PERP. TO PERP. TO SIDEWALL ENDWALL PERP. TO PERP. TO (TRANSVERSE) (LONGITUDINAL) SIDEWALL ENDWALL 0.468 0.468 S1: 0.090 0.090 1.426 1.426 Fv: 2.400 2 400 0.667 0.667 SMi = 0.216 0 216 0.445 0.445 SDI = 0.144 0 144 3.0 3.0 3.0 3.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.148 0.148 0,048 0.048 0.148 W 0.148 W 0.048 W 0.048 W 0.103 W 0.103 W 0.033 W 0,033 W 8.0 8.0 8.0 8.0 14979 14979 14979 14979 1543 1543 4 494 494 C C ,, 0.26 0.32 0.20 (ASCE 11.4,6) (ASCE 12.8.2,1) VELOCITY EXPOSURE COEFFICIENT, Kz = 0.620 WIND TOPOGRAPHICAL FACTOR, Kt = 1.000 WIND DIRECTIONALITY FACTOR, Kd = 0.850 GROUND ELEVATION FACTOR, Ke = 0.807 MEAN ROOF HEIGHT (ft.): 19.56 ULTIMATE WIND PRESSURE (psf): 14.40 MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Sidewall): Coefficient for Windward Wall Ballooning: Coefficient for Leeward Wall Ballooning: Coefficient for Windward Roof Upward Ballooning: Coefficient for Leeward Roof Upward Ballooning: Coefficient for Windward Roof Downward Ballooning: Coefficient for Leeward Roof Downward Ballooning: Coefficient for Windward Wall Deflation: Coefficient for Leeward Wall Deflation: Coefficient for Windward Roof Upward Deflation: Coefficient for Leeward Roof Upward Deflation: Coefficient for Windward Roof Downward Deflation: Coefficient for Leeward Roof Downward Deflation: G * Cp ± Gcpi 0.500 -0.605 -0.961 -0.662 0.000 -0.662 0.860 -0.245 -0.601 -0.302 0.027 -0,302 ULTIMATE WIND PRESSURE (psf): 7.20 (pressure) -8.71 (suction) -13.84 (suction) -9.54 (suction) 0.00 -9.54 (suction) 12.38 (pressure) -3.53 (suction) -8.65 (suction) -4.35 (suction) 0,39 (pressure) -4.35 (suction) ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP. TO SIDEWALLS, W (lbs.) = 3610 MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Endwall): Int Zone Wall Pressure Horiz. Coefficient: 1.105 Int. Zone Endwall Ultimate Wind Pressure (psf): 15.91 ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP. TO ENDWALLS, W (lbs.) = 3179 CLADDING AND COMPONENT ALLOWABLE STRESS DESIGN WIND PRESSURES: Element Roof Purlins: 0.505 Sidewall Girts: 0.989 Endwall Girts: 1.013 GCp ± Gcpi(FIELD) INWARD OUTWARD Pressures (psf) INWARD 1 OUTWARD MPAI80098767 Suzuki Calc Package -0.908 -1 089 -1.113 12/5/2019 4.36 7 85 8.55 9 41 8.75 9 62 Design Parameters -- Page M2 Metal Building Engineering, LLC Endwall Columns: 1 0.932 -1.032 8.05 8 92 I MPAI80098767 Suzuki Calc Package 12/5/2019 Design Parameters -- Page M3 Metal Building Engineering, LLC CLEARSPAN FRAME ANALYSIS: Analysis Software: RISA -3D version 16.05 by RISA Technologies Design Software: ACT Dimensions version 2.14.0.0 by ACT Building Systems Applicable Frame Numbers: 2 Overall Nominal Frame Width: 25' - 0" Nominal Eave Height: 18' - 0" Roof Pitch: 3:12 Tributary Width: 20' - 0" Design Roof Snow Load (psf): 40 Roof Live Load (psf): 20 Wind Speed and Exposure: 115 B C1T KB1T KB2T C2T C1B C2B X - JOINT LABEL (SEE RISA ANALYSIS NEXT PAGE) (X) - MEMBER LABEL (SEE RISA ANALYSIS NEXT PAGE) FRAME NODE AND MEMBER DIAGRAM MPAI80098767 Suzuki Calc Package 12/5/2019 Clearspan frame -- Page Al Metal Building Engineering, LLC Cold Formed Steel Properties Label E [psi] G [psi] Nu Therm (/1 E5 F) Density IIblk"3] Yield [psi] Fu(psi] 1 1 CF_STL 2.90e+007 1.1154e+007 0.3 1 0.65 490 ( 55000 79800 Joint Coordinates Label X Fft Y lft 1 C1B 1 0 2 C1T 1 16.875631 3 APX 12.5 19.750631 4 C2T 24 16.875631 5 C2B 24 0 6 KB1B _ 1 10.8 7 KB1T 3.5 17.500631 8 KB2B 24 10.8 9 KB2T 21.5 17.500631 10 ABA 8.33375 18.709069 11 ABB 16.66625 18.709069 Member Primary Data I Joint J Joint Shane T Design List Material Design Rules 1 C1 C1B C1T 2-12in x 3.5in 12G CEE Beam CS CF_STL Typical 2 LR1 C1T APX 2-12in x 3.5in 12G CEE Beam CS CF_STL Typical 3 LR2 C2T APX 2-12in x 3.5in 12G CEE Beam CS CF_STL Typical 4 C2 C2B 1 C2T 2-12in x 3.5in 12G CEE Beam CS CF_STL Typical 5 KB1 ' KB1B KB1T 2-6in x 3.5in 16G CEE Beam CS CF_STL Typical 6 KB2 KB2B KB2T 2-6in x 3.5in 16G CEE Beam CS CF_STL Typical 7 AB ABA ABB 2-6in x 3.5in 16G CEE Beam CS CF_STL Typical Member Advanced Data Label I Release J Release I Offset in J Offset in T/C Onl Physical 1 C1 2-12in x 3.5in 12G CEE PIN 0 0 6 ' Yes 2 LR1 1 PIN 5.9827 0 LR1 Yes 3 LR2 PIN 5.9827 0 0.8 Yes 4 C2 3 PIN 0 0 3.9131 Yes 5 KB1 PIN PIN 0 0 Yes 4 6 KB2 PIN PIN 0 0 6 7 AB PIN PIN 0 0 2-6in x 3.5in 16G CEE 7.1518 Cold Formed Steel Design Parameters bel Shape Length[ft] Lb-oul[ft] Lb-infftjLcomp top[ft]Lcomp bot[ft K -out K -in Cm Out sway In sway 1 C1 2-12in x 3.5in 12G CEE 16.8756 6 2 6 6 SL 0.8 1 2 Yes 2 LR1 2-12in x 3.5in 12G CEE 11.8539 3.913 7.8333 3.913 0.8 1 Yes 3 LR2 2-12in x 3.5in 12G CEE 11.8539 3.9131 7.8333 3.913 0.8 1 Yes 4 C2 2-12in x 3.5in 12G CEE 16.8756 6 6 6 0.8 1 Yes 5 KB1 2-6in x 3.5in 16G CEE 7.1518 6 KB2 2-6in x 3.5in 16G CEE 7.1518 7 AB 2-6in x 3.5in 16G CEE 8.3325 Basic Load Cases BLC Description Category Joint Point Distributed 1 Roof Dead DL 0 0 2 2 Roof Snow SL 0 , 0 2 3 Roof Live RLL 0 0 2 MPAI80098767 Suzuki Calc Package 12/5/2019 Clearspan frame -- Page A2 Metal Building Engineering, LLC Basic Load Cases (continued) BLC Description Category Joint Point Distributed 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 0 6 8 Wind To Right - Upward Deflation OL2 0 0 --' 6 9 Wind To Right - Downward Balooning OL3 0 0 6 1 10 Wind To Right - Downward Deflation OL4 0 0 6 11 Wind To Left - Upward Balooning OL5 0 0 6 12 Wind To Left - Upward Deflation OL6 0 0 6 13 Wind To Left - Downward Balooning OL7 0 0 6 14 Wind To Left - Downward Deflation OL8 0 0 6 15 Earthquake EL 0 0 4 Member Distributor Loads 1 : Roof Dead) ber Label Direction Start Maarlb/ft End Macrlb/ft Start Locrft.% End LacIft.°k] 1 LR1 ' Y -60 -60 0 0 2 LR2 Y -60 -60 0 0 Member Distributor Loads (BLC 2 : Roof Snow) Label Direction Start Maailb/ft End Mail ib/fl Start Laclft.%1 End Loclit,%] 1 LR1 Y -776.114 -776.114 0 0 2 LR2 Y -776.114 -776.114 0 0 Member Distributor Loads (BLC 3 : Roof Live) Direction Start Magllb/ft End Magllb/ft Start Loc{ft°a] End Loc[ft,%] 1 LR1 Y -271.6399 -271.6399 0 0 2 LR2 Y -271.6399 -271.6399 0 0 Member Distributor Loads (BLC 7 : Wind To Right - Upward Balooning) bel Direction Start Magllb/ft] End Magllb/ft Start Loclf1.% End Loc[ft,°%] 1 01 X 143.9884 143.9884 0 16.8756 2 C2 X 174.226 174.226 0 16.8756 3 LR1 Y 268.5106 268.5106 0 0 4 LR1 X -67.1276 -67.1276 0 0 5 LR2 Y 185.0273 185.0273 0 0 6 LR2 X 46.2568 46.2568 0 0 Member Distributor Loads (BLC 8 : Wind To Right - Upward Deflation) Direction Start MagIIb/ft] End Magllb/ft Start Loclft.% End Loclft,%1 1 C1 X 247.66 247.66 0 16.8756 2 C2 X 70.5543 70.5543 0 16.8756 3 LR1 Y 167.9343 167.9343 0 0 4 LR1 X -41.9836 -41.9836 0 0 5 LR2 Y 84.4511 84.4511 0 0 6 LR2 X 21.1128 21.1128 0 0 Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) Direction Start MagIIb/ft] End Magllb/ft] Start Loclft.% End LocIft,%] 1 C1 X 143.9884 143.9884 0 16.8756 2 C2 X 174.226 174.226 0 16.8756 3 LR1 Y 00 0 0 MPAI80098767 Suzuki Calc Package 12/5/2019 Clearspan frame -- Page A3 Metal Building Engineering, LLC Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) (continued) Member Label Direction Start Mag[Iblf[] End Mag[Ib/Ft] Start LocIft %] End Lac[ft,%] 4 LR1 X 0 0 0 0 5 LR2 Y 185.0273 185.0273 0 0 6 LR2 X 46.2568 46.2568 0 0 Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) Member Label Direction Start Mag[Iblft End Mag[Ibift] Start Loc[ft.%] End Loc[ft.%] 1 C1 X 247.66 247.66 0 16.8756 2 C2 X 70.5543 70.5543 0 16.8756 3 LR1 Y -7.5432 -7.5432 0 0 4 LR1 X 1.8858 1.8858 0 0 5 LR2 Y 84.4511 84.4511 0 0 6 LR2 X 21.1128 21.1128 0 0 Member Distributor Loads (BLC 11 : Wind To Left - Upward Balooning) Member Label Direction Start Map{Ib/fti End Maq[Iblft Start Loc[ft,%] End Loc[ft.%] 1 C1 X -174.226 -174.226 0 16.8756 2_ C2 X -143.9884 -143.9884 0 16.8756 3 LR1 Y 185.0273 185.0273 0 0 4 LR1 X -46.2568 -46.2568 0 0 5 LR2 Y 268.5106 268.5106 0 0 6 LR2 X 67.1276 67.1276 0 0 Member Distributor Loads (BLC 12 : Wind To Left - Upward Deflation) Member Label Direction Start Mag[Iblft] End Mag[Iblftj Start Loc[ft.%] End Loc[ft%] 1 C1 X -70.5543 -70.5543 0 16.8756 2 C2 X -247.66 -247.66 0 16.8756 3 LR1 Y 84.4511 84.4511 0 0 4 LR1 X -21.1128 -21.1128 0 0 5 LR2 Y 167.9343 167.9343 0 0 6 LR2 X 41.9836 41.9836 0 0 Member Distributor Loads (BLC 13 : Wind To Left - Downward Balooning) Member Label Direction Start Magllb/ft] End Mag[lblft] Start Loc[ft.%] End Loc[ft.%] 1 C1 X -174.226 -174.226 0 16.8756 2 C2 X -143.9884 -143.9884 0 16.8756 3 LR1 Y 185.0273 185.0273 0 0 4 LR1 X -46.2568 -46.2568 0 0 5 LR2 Y 0 0 0 0 6 LR2 X 0 0 0 0 Member Distributor Loads (BLC 14 : Wind To Left - Downward Deflation) Member Label Direction Start MagElb/ftj End Mag[Ib/ftl Start Lac]ft,°% End Loc[ft.%] 1 C1 X -70.5543 -70.5543 0 16.8756 2 C2 X -247.66 -247.66 0 16.8756 3 LR1 Y 84.4511 84.4511 0 0 4 LR1 X -21.1128 -21.1128 0 0 5 LR2 Y -7.5432 -7.5432 0 0 6 LR2 X -1.8858 -1.8858 0 0 MPAI80098767 Suzuki Calc Package 12/5/2019 Clearspan frame -- Page A4 Metal Building Engineering, LLC Member Distributor Loads (BLC 15 : Earthquake) Member Label Direction Start Magltblft End Maallb/ft Start Loc[ft,%I End Loclft.%j 1 C1 X 19.998 19.998 0 0 2 LR1 X 73.326 73.326 0 0 3 LR2 X 73.326 73.326 0 0 4 C2 X 19.998 19.998 A 0 0 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) 2a 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 1 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 16-12Ja) 8 DL 1 OL8 0.6 16 IBC 16-12 (b) 1 DL 1 EL 0.7 17 IBC 16-12 (b) 2 DL 1 EL -0.7 18 IBC 16-13 (a) 1 DL 1 LL 0.75 OL1 0.45 RLL 0.75 19 IBC 16-13 (a) 2 DL 1 LL 0.75 OL2 0.45 RLL 0.75 20 IBC 16-13 (a) 3 DL 1 LL 0.75 OL3 0.45 RLL 0.75 21 IBC 16-13 (a) 4 DL 1 LL 0.75 OL4 0.45 RLL 0.75 22 IBC 16-13 (a) 5 DL 1 LL 0.75 OL5 0.45 RLL 0.75 23 IBC 16-13 (a) 6 DL 1 LL 0.75 OL6 0.45 RLL 0.75 24 IBC 16-13Sa) 7 DL 1 LL 0.75 OL7 0.45 RLL 0.75 25 IBC 16-13 (a) 8 DL 1 LL 0.75 OL8 0.45 RLL 0.75 26 IBC 16-13 (b) 1 DL 1 LL 0.75 OL1 0.45 SL 0.75 27 IBC 16-13 (b) 2 DL 1 LL 0.75 OL2 0.45 SL 0.75 28 IBC 16-13 (b) 3 DL 1 LL 0.75 OL3 0.45 SL 0.75 29 IBC 16-13 (b) 4 DL 1 LL 0.75 OL4 0.45 SL 0.75 30 IBC 16-13 (b) 5 DL 1 LL 0.75 OL5 0.45 SL 0.75 31 IBC 16-13 (b) 6 DL 1 LL 0.75 OL6 0.45 SL 0.75 32 IBC 16-13 (b) 7 DL 1 LL 0.75 OL7 0.45 SL 0.75 33 IBC 16-13 (b) 8 DL 1 LL 0.75 OL8 0.45 SL 0.75 34 IBC 16-14_a) 1 DL 1 LL 0.75 EL 0.525 SL 0.75 35 IBC 16-14 (a) 2 DL 1 LL 0.75 EL -0.525 SL 0.75 36 IBC 16-15 (a) 1 DL 0.6 OL1 0.6 37 IBC 16-15 fa) 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 EL 0.7 45 IBC 16-16 (a) 2 DL 0.6 EL -0.7 MPAI80098767 Suzuki Calc Package 12/5/2019 Clearspan frame -- Page A5 Envelope Joint Reactions Joint Metal Building Engineering, LLC X MI LC Y [Ib] LC Moment [lb -ft) LC 1 C1 B max 2693.086 32 9494.383 5 0 1 2 2 min -2103.238 39 -2340.899 36 0 1 3 C2B max 2103.238 43 9494.383 5 0 1 4 0 min -2693.086 28 -2340.899 40 0 1 5 Totals: max 3537.199 14 18988.766 5 max 3969.871 6 5324.092 min -3537.199 10 -2272.468 36 0 min Envelope Member Section Forces Member Sec Axial lb LC Sfiearilb] LC Moment Ib -ft] LC 1 C1 1 max 9494.383 5 2103.238 39 0 1 2 2-12in x 3.5in 12G CEE 0.9226 min -2340.899 36 -2693.086 32 0 1 3 0.9226 2 max 6116.072 38 4272.803 32 0 1 4 10.66 28 min -7456.849 32 -2763.735 39 0 1 5 LR1 1 max 3969.871 39 5324.092 38 3090.023 32 6 0 0 min -5953.779 32 -6197.899 32 -2654.378 38 7 0 2 max 21259.545 5 1798.352 42 0 1 8 min -2633.023 36 -5314.886 5 0 1 9 LR2 1 max 3969.871 43 5324.092 42 3090.023 28 10 min ' -5953.779 28 -6197.899 28 -2654.378 42 11 2 max 21259.545 5 1798.352 38 0 1 12 min -2633.023 40 -5314.886 5 0 1 13 C2 1 max 9494.383 5 2693.086 28 0 1 14 min -2340.899 40 -2103.238 43 0 1 15 2 max 6116.072 42 2763.735 43 0 1 16 min -7456.849 28 -4272.803 28 0 1 17 KB1 1 max 16142.536 32 0 1 0 1 18 min -7972.455 38 0 1 0 1 19 2 max 16142.536 32 0 1 0 1 20 min -7972.455 38 0 1 0 1 21 KB2 1 max 16142.536 28 0 1 0 1 22 min -7972.455 42 0 1 0 1 23^ 2 max 16142.536 28 0 1 0 1 24 min -7972.455 42 0 1 0 1 25 AB 1 max 2082.618 37 _ 0 1 0 1 26 min -20093.107 5 0 1 0 1 27 2 max 2082.618 37 0 1 0 1 28 min -20093.107 5 0 1 0 1 AISI S100-16: ASD Cold Formed Steel Code Checks (By ACT Dimensions) Member Shape Code Check Loc[ft] LC Shear Check Loc[ft] LC 1 C1 2-12in x 3.5in 12G CEE 0.9344 10.66 32 0.686 10.66 32 2 LR1 2-12in x 3.5in 12G CEE 0.9226 7.487 5 0.5788 1.872 28 3 LR2 2-12in x 3.5in 12G CEE 0.9226 7.487 5 0.5788 1.872 r 28 4 C2 2-12in x 3.5in 12G CEE 0.9344 10.66 28 0.686 10.66 28 5 KB1 2-6in x 3.5in 16G CEE 0.9538 0 28 0 0 1 6 KB2 2-6in x 3.5in 16G CEE 0.9538 0 28 0 0 1 7 AB 2-6in x 3.5in 16G CEE 0.1469 0 37 0 0 1 MPAI80098767 Suzuki Calc Package 12/5/2019 Clearspan frame -- Page A6 Metal Building Engineering, LLC AISI S100-16: ASD Cold Formed Steel Allowable Member Loads (By ACT Dimensions) Member Shane Pn(Om[lb] Tnfflm]Ib] Mn/Om]Ib] Cb Cm Equation 1 C1 2-12in x 3.5in 12G CEE 58839 127935 30157 1 1 H1.2-1 2 LR1 2-12in x 3.5in 12G CEE 52573 _ 127935 30157 1 1 H1.2-1 L3 R2 2-12in x 3.5in 12G CEE 52573 127935 30157 1 1 H1.2-1 4 C2 2-12in x 3.5in 12G CEE 58839 127935 30157 1 1 H1.2-1 5- KB1 2-6in x 3.5in 16G CEE 16924 50252 6084 1 1 H1.2-1 6 KB2 2-6in x 3.5in 16G CEE 16924 50252 6084 1 1 H1.2-1 7 AB 2-6in x 3.5in 16G CEE 14174 50252 6053 1 1 H1.2-1 MPAI80098767 Suzuki Calc Package 12/5/2019 Clearspan frame -- Page A7 Metal Building Engineering, LLC ENDWALL A FRAME ANALYSIS: Analysis Software: RISA -3D version 16.05 by RISA Technologies Design Software: ACT Dimensions version 2.14.0.0 by ACT Building Systems Applicable Frame Numbers: 1 Overall Nominal Frame Width: 25' - 0" Nominal Eave Height: 18' - 0" Roof Pitch: 3:12 Tributary Width: 10' - 0" Design Roof Snow Load (psf): 40 Roof Live Load (psf): 20 Wind Speed and Exposure: 115 B C1T C1B �EC1B X - JOINT LABEL (SEE RISA ANALYSIS NEXT PAGE) (X) - MEMBER LABEL (SEE RISA ANALYSIS NEXT PAGE) FRAME NODE AND MEMBER DIAGRAM C2B C2T N U MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall A Frame -- Page A8 Metal Building Engineering, LLC Cold Formed Steel Properties Label 1 1 CF_STL E [psi] G [psi] 2.90e+007 1 1.1154e+007 [ 0.3 I 0.65 Nu Therm (/1E5 F) Density [Ib/ft"3] Yield [psi] Fu(psi] 490 1 55000 1 79800 Joint Coordinates Label X fft Y In 1 C1B 1 0 2 C1T 1 16.875631 3 APX 12.5 19.750631 4 C2T 24 16.875631 5 C2B 24 0 6 KB1B 1 10.8 7 KB1T 3.5 17.500631 8 KB2B 24 10.8 9 KB2T 21.5 17.500631 10 EC1B 12.5 0 Member Primary Data Label I Joint J Joint Shane Type Design List Material Design Rules 1 C1 C1B CIT 12in x 3.5in 12G CEE Beam CS CF_STL Typical 2 LR1 C1T APX 12in x 3.5in 12G CEE Beam CS CF_STL Typical 3 LR2 C2T APX 12in x 3.5in 12G CEE Beam CS CF_STL Typical 4 C2 C2B C2T 12in x 3.5in 12G CEE Beam CS CF_STL_ Typical 5 KB1 KB1B KB1T 6in x 3.5in 16G CEE Beam CS CF_STL Typical 6 KB2 KB2B KB2T 6in x 3.5in 16G CEE Beam CS CF_STL Typical 7 EC1-1A EC1B APX 10in x 3.5in 12G CEE Beam CS CF_STL Typical Member Advanced Data Label I Release J Release I Offset in J Offset in T/C Onl Physical 1 C1 12in x 3.5in 12G CEE PIN 0 0 6 Yes 2 j LR1 1 PIN 5.9827 0 LR1 Yes 3 LR2 4 PIN 5.9827 0 0.8 Yes 4 C2 3 PIN 0 0 3.913 Yes 5 KB1 PIN PIN 0 0 Yes 4 6 KB2 PIN PIN 0 0 6 7 EC1-1A PIN PIN 0 0 6in x 3.5in 16G CEE 7.1518 Cold Formed Steel Design Parameters haoe Lenuthfftl Lb-oullft] Lb-in[ft] Lcomp to ft Lcomp bat It K -out K -in CmOut swayln sw 1 C1 12in x 3.5in 12G CEE 16.8756 6 ! 6 6 SL 0.8 1 2 Yes 2 LR1 12in x 3.5in 12G CEE 11.8539 3.913 4 WaII Dead 3.913 0 0.8 1 Yes 3 LR2 12in x 3.5in 12G CEE 11.8539 3.913 3.913 0.8 1 Yes 4 C2 12in x 3.5in 12G CEE 16.8756 6 6 6 0.8 1 Yes 5 KB1 6in x 3.5in 16G CEE 7.1518 6 KB2 6in x 3.5in 16G CEE 7.1518 7 EC1-1A 10in x 3.5in 12G CEE 19.7506 7.0833 7.0833 14.0833 Basic Load Cases BLC Oescrigtion Caleaa Joint Point Distributed 1 Roof Dead DL 0 0 2 2 Roof Snow SL 0 0 2 3 Roof Live RLL 0 0 2 4 WaII Dead DL 0 0 0 MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall A Frame -- Page A9 Metal Building Engineering, LLC Basic Load Cases (continued) BLC DescriQlion Category Joint Point Distributed 5 Floor Dead DL 0 0 0 6 Floor Live LL 0 0 0 7 Wind To Right - Upward Balooning OL1 0 0 6 8 Wind To Right - Upward Deflation OL2 0 0 6 9 Wind To Right - Downward Balooning OL3 0 0 6 10 Wind To Right - Downward Deflation OL4 0 0 6 11 _ Wind To Left - Upward Balooning OL5 0 0 6 12 Wind To Left - Upward Deflation OL6 0 0 6 13 Wind To Left - Downward Balooning OL7 0 0 6 14 Wind To Left - Downward Deflation OL8 0 0 6 15 Earthquake EL 0 0 4 Member Distributor Loads (BLC 1 : Roof Dead) Member Label Direction Start Mag[Ib/ff End Maolfb/ft Start Loclft,% End Loc[ft.%] 1 LR1 Y -30 -30 0 0 2 LR2 Y -30 -30 0 0 Member Distributor Loads (BLC 2 : Roof Snow) Member Label Direction Start Magllb/ll End Ma4flb/ft Start Lac k% End Loclfi% 1 LR1 Y -388.057 -388.057 0 0 2 LR2 Y -388.057 -388.057 0 0 Member Distributor Loads (BLC 3 : Roof Live) Member Label Direction Start Maatlb/ft End Mag[lbfft] Start Loc[ft.%] End Loc[ft,%] 1 LR1 Y -184.3271 -184.3271 0 0 2 LR2 Y -184.3271 -184.3271 0 0 Member Distributor Loads (BLC 7 : Wind To Right - Upward Balooning) Member Label Direction Start Mag[Ib/ftl End M iq[fbfft} Start Locjfl.% End Loc[fl,%] 1 C1 X 71.9942 71.9942 0 16.8756 2 C2 X 87.113 87.113 0 16.8756 3 LR1 Y 134.2553 134.2553 0 0 4 LR1 X -33.5638 -33.5638 0 0 5 LR2 Y 92.5137 92.5137 0 0 6 LR2 X 23.1284 23.1284 0 0 Member Distributor Loads (BLC 8 : Wind To Right - Upward Deflation) Member Label Direction Start Mag(iblft] End Ma Nit] Start Loc[ft.%] End Loc[fi,°%] 1 C1 X 123.83 123.83 0 16.8756 2 C2 X 35.2772 35.2772 0 16.8756 3 LR1 Y 83.9672 83.9672 0 0 4 LR1 X -20.9918 -20.9918 0 _ 0 5 LR2 Y 42.2255 42.2255 0 0 6 LR2 X 10.5564 10.5564 0 0 Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) Member Label Direction Start Magllbff;j End Magpb/ft] Start Loc[fl,°% End Loc[ft,%] 1 C1 X 71.9942 71.9942 0 16.8756 2 C2 X 87.113 87.113 0 16.8756 3 LR1 Y 0 0 0 0 4 LR1 X 0 0 0 0 MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall A Frame -- Page A10 Metal Building Engineering, LLC Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) (continued) Member Label Direction Start Mag[Iblft] End Mag[Ib/ft] Start Loc[ft,% End l.oc[it.%] 5 LR2 Y 92.5137 92.5137 0 0 6 LR2 X 23.1284 23.1284 0 0 Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) Member Label Direction Start Ma 113/11 End Mag[lb/ftj Start Loc[ft,%] End Loc[ft.%] 1 C1 X 123.83 123.83 0 16.8756 2 C2 X 35.2772 35.2772 0 16.8756 3 LR1 Y -3.7716 -3.7716 0 0 4 LR1 X 0.9429 0.9429 0 0 5 LR2 Y 42.2255 42.2255 0 0 6 LR2 X 10.5564 10.5564 0 0 ' Member Distributor Loads (BLC 11 : Wind To Left - Upward Balooning) Member Label Direction Start Ma(}I lb/ft} End Mag(lb/ft Start Loc[tt,% End Loc[ft.%] 1 C1 X -87.113 -87.113 0 16.8756 2 C2 X -71.9942 -71.9942 0 16.8756 3 LR1 Y 92.5137 92.5137 0 0 4 LR1 X -23.1284 -23.1284 0 0 5 LR2 Y 134.2553 134.2553 0 0 6 LR2 X 33.5638 33.5638 0 0 Member Distributor Loads (BLC 12 : Wind To Left - Upward Deflation) r Label Direction Start Mag[Ib/ft] End Mag{Ibfft Start Lacfft.% End Loc[fl.%] 1 C1 X -35.2772 -35.2772 0 16.8756 2 C2 X -123.83 -123.83 0 16.8756 3 LR1 Y 42.2255 42.2255 0 0 4 LR1 X -10.5564 -10.5564 0 0 5 LR2 Y 83.9672 83.9672 0 0 6 LR2 X 20.9918 20.9918 0 0 Member Distributor Loads (BLC 13 : Wind To Left - Downward Balooning) Member Label Direction Start Mag[lb/ft] End Mag[Ibfft] Start Loc[ft.%] End Loc(II,%] 1 C1 X - -87.113 -87.113 0 16.8756 2 C2 X -71.9942 -71.9942 0 16.8756 3 LR1 Y 92.5137 92.5137 0 0 4 LR1 X -23.1284 -23.1284 0 0 5 LR2 Y 0 0 0 0 6 LR2 X 0 0 0 0 Member Distributor Loads (BLC 14 : Wind To Left - Downward Deflation) Member Label Direction Start Mag[lb/ft] End Mag[Ib/ft] Start Loc]ft.%] End Lac[ft,%J 1 C1 X -35.2772 -35.2772 0 16.8756 2 C2 X -123.83 -123.83 0 16.8756 3 LR1 Y 42.2255 42.2255 0 0 4 LR1 X -10.5564 -10.5564 0 0 5 LR2 Y -3.7716 -3.7716 0 0 6 LR2 X -0.9429 -0.9429 0 0 MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall A Frame -- Page All Metal Building Engineering, LLC Member Distributor Loads (BLC 15 : Earthquake) Member Label Direction Start Ma gf lb/ft End Mag[#b/ft] Start Loc{fI,%] End Loc[fl,% 1 Cl X 9.999 9.999 0 0 2 LR1 X 36.663 36.663 0 0 3 LR2 X 36.663 36.663 0 0 1 4 C2 X 9.999 9.999 0 0 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 1LL a 1 - 4 IBC 16-101a) 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 16-121a). 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 EL 0.7 17 IBC 16-12 (b) 2 DL 1 EL -0.7 18 IBC 16-13 (a) 1 DL 1 LL 0.75 OL1 0.45 RLL 0.75 19 IBC 16-13 La) 2 DL 1 LL 0.75 OL2 0.45 RLL 0.75 20 IBC 16-13 (a) 3 DL 1 LL 0.75 OL3 0.45 RLL 0.75 21 IBC 16-13 (a) 4 DL 1 LL 0.75 OL4 0.45 RLL 0.75 22 IBC 16-13 (a) 5 DL 1 LL 0.75 OL5 0.45 RLL 0.75 23 IBC 16-13 (a) 6 DL 1 LL 0.75 OL6 0.45 RLL 0.75 24 IBC 16-13 (a) 7 DL 1 LL 0.75 OL7 0.45 RLL 0.75 25 IBC 16-13 (a) 8 DL 1 LL 0.75 OL8 0.45 RLL 0.75 26 IBC 16-13 (b) 1 DL 1 LL 0.75 OL1 0.45 SL 0.75 27 IBC 16-13 (b) 2 DL 1 LL 0.75 OL2 0.45 SL 0.75 28 IBC 16-13 (Ib) 3 DL 1 LL 0.75 OL3 0.45 SL 0.75 29 IBC 16-13 (b) 4 DL 1 LL 0.75 OL4 0.45 SL 0.75 30 IBC 16-13 (b) 5 DL 1 LL 0.75 OL5 0.45 SL 0.75 31 IBC 16-13 (b) 6 DL 1 LL 0.75 OL6 0.45 SL 0.75 32 IBC 16-13 (b) 7 DL 1 LL 0.75 OL7 0.45 SL 0.75 33 IBC 16-13 (b) 8 DL 1 LL 0.75 OL8 0.45 SL 0.75 34 IBC 16-14 (a) 1 DL 1 LL 0.75 EL 0.525 SL 0.75 35 IBC 16-14 (a) 2 DL 1 LL 0.75 EL -0.525 SL 0.75 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 T 44 IBC 16-16 (a) 1 DL 0.6 EL 0.7 45 IBC 16-16 (a) 2 DL 0.6 EL -0.7 MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall A Frame -- Page Al2 Metal Building Engineering, LLC Envelope Joint Reactions Joint X Eib LC Y fib LC Moment (Ib -ft] LC 1 C1B max 915.66 14 2784.236 5 0 r 1 2 2 min -1021.017 39 -985.463 36 0 1 3 C2B max 1021.017 43 2784.236 5 0 1 4 0 min -915.66 10 -985.463 40 0 1 5 EC1B max 0 1 3925.911 5 0 1 6 2661.667 min 0 1 -417.88 37 0 1 7 Totals: max 1768.6 14 9494.383 5 2 8 433.701 min -1768.6 10 -1136.234 36 8 Envelope Member Section Forces Member Sec Axial lb LC Shear lb LC Moment Ib -ft] LC 1 C1 1 max 2784.236 5 1021.017 39 0 1 2 12in x 3.5in 12G CEE 0.6386 min -985.463 36 -915.66 14 0 1 3 0.6386 2 max 3051.774 10 1340.852 32 0 1 4 10.66 28 min -3002.59 42 -1327.47 39 0 1 5 LR1 1 max 1946.851 38 2661.667 10 1298.761 42 6 0 0 min -1970.629 14 -2605.025 42 -1327 10 7 2 max 433.701 43 898.761 42 -1 0 1 8 min -392.576 28 -2062.093 28 0 1 9 LR2 1 max 1946.851 42 2661.667 14 1298.761 38 10 min -1970.629 10 -2605.025 38 -1327 14 11 2 max 433.701 39 898.761 38 0 1 12 min -392.576 32 -2062.093 32 0 1 13 C2 1 max 2784.236 5 915.66 10 0 1 14 min -985.463 40 -1021.017 43 0 1 15 2 max 3051.774 14 1327.47 43 0 1 16 min -3002.59 38 -1340.852 28 0 1 17 KB1 1 max 4656.069 33 0 1 0 1 18 min -3949.028 38 0 1 0 1 19 2 max 4656.069 33 0 1 0 1 20 min -3949.028 38 0 1 0 1 21 KB2 1 max 4656.069 29 0 1 0 1 22 min -3949.028 42 0 1 0 1 23 2 max 4656.069 29 0 1 0 1 24 min -3949.028 42 0 1 0 1 25 EC1-1A 1 max 3925.911 5 0 1 0 1 26 min -417.88 37 0 1 0 1 27 2 max 3925.911 5 0 1 0 1 28 min -417.88 37 0 1 0 1 AISI S100-16: ASD Cold Formed Steel Code Checks (By ACT Dimensions) Member Shaqe Code Check Loc ft LC Shear Check Loclft] LC 1 C1 12in x 3.5in 12G CEE 0.5693 10.66 32 0.4149 10.66 32 2 LR1 12in x 3.5in 12G CEE 0.6386 1.872 14 0.4452 1.872 10 3 LR2 12in x 3.5in 12G CEE 0.6386 1.872 14 0.4452 1.872 14 4 C2 12in x 3.5in 12G CEE 0.5693 10.66 28 0.4149 10.66 28 5 KB1 6in x 3.5in 16G CEE 0.5502 0 29 0 0 1 6 KB2 6in x 3.5in 16G CEE 0.5502 0 29 0 0 1 MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall A Frame -- Page A13 Metal Building Engineering, LLC AISI S100-16: ASD Cold Formed Steel Allowable Member Loads (By ACT Dimensions) Member Shape Pn/Omjlbl Tn1Om[Ib) Mn1Om[Ib] Cb Cm Equation 1 C1 12in x 3.5in 12G CEE 29420 63968 15079 1 1 H1.2-1 2 LR1 12in x 3.5in 12G CEE 17307 63968 11595 1 1 H1.2-1 3 LR2 12in x 3.5in 12G CEE 17307 63968 11595 1 1 H1.2-1 4 C2 12in x 3.5in 12G CEE 29420 63968 15079 1 1 H1.2-1 5 KB1 6in x 3.5in 16G CEE 8462 25126 3042 1 1 H1.2-1 6 KB2 6in x 3.5in 16G CEE 8462 25126 3042 1 1 H1.2-1 MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall A Frame -- Page A14 Metal Building Engineering, LLC FRAME BRACE END SCREW CONNECTION DESIGN Brace results apply at Frames 1, 2 Gable Frame Columns: Double 12in x 3 5in 12G CEE Gable Frame Rafters: Double 12in x 3 5in 12G CEE Gable Frame Ty p. Knee Braces: Double 6in x 3.5in 16G CEE Gable Frame Apex Braces: Double 6in x 3 5in 16G CEE Knee Brace Vert. Intersection Dimension per Detail A/2 (ft.): 11' - 5 1/8" Knee Brace Horiz. Intersection Dimension per Detail A/2 (ft.): 2' - 0 7/8" Apex Brace Horiz. Dimension per Detail B/2 (ft.): 2' - 11 1/2" Screw Size: #14 Ultimate Single Shear Screw Strength (lbs.): 2450 = 2.5 n Screws R3d (group effect factor) V single screw (lbs.) P (design allowable, lbs.) Knee Brace Apex Brace NOTATIONS 16 20 0 65 532 8520 0.64 522 10448 MAX. KNEE BRACE FORCE (lbs.): 8071 (INSTALL (16) #14 SCREWS AT EACH END OF EACH KNEE BRACE) MAX. APEX BRACE FORCE (lbs.): 10047 (INSTALL (20) #14 SCREWS AT EACH END OF EACH APEX BRACE) 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 Fy (psi) = 55000 d/t = 9.53 C = 3.00 Pn = 6969 Allowable shear based on connected material bearing (lbs.): 2800 Bolt Grade: A325 Allowable shear based on A325 bolt in shear (lbs.): 5219 db = 0.563 g1 = 16 t1 = 0 059 Allowable Shear on Each Bolt (lbs.): 2800 * MAX. KNEE BRACE FORCE (lbs.): 8071 (USE MIN (3) 9/16" DIAM A325 BOLTS AT EACH END OF EACH KNEE BRACE) * MAX. APEX BRACE FORCE (lbs.): 10047 (USE MIN (4) 9/16" DIAM. A325 BOLTS AT EACH END OF EACH APEX BRACE) MPAI80098767 Suzuki Calc Package 12/5/2019 Brace End Conn's. -- Page A15 Metal Building Engineering, LLC LATERAL FORCE RESISTANCE X -BRACING ANALYSIS 'ENDWALL A' X -BRACING TOTAL SHEAR FORCE, ASD, 1038 (ADD KNEE BRACES TO ENDWALL LBS.: FRAME IN LIEU OF X -BRACING) 'ENDWALL B' X -BRACING TOTAL SHEAR FORCE, ASD, 1038 (X -BRACING USED TO RESIST LOAD) LBS.: BAY # 1 X -BRACING WIDTH (ft.): 11.00 HEIGHT (ft.): 19.24 SHEAR FORCE, ASD (lbs.): 1038 BASE UPLIFT TENSION, ASD (lbs.): 1815 X -BRACING TENSION, ASD (lbs.): 2091 STRAP SIZE: (1) 1.5" x 16ga. strap 'SIDEWALL A' X -BRACING TOTAL SHEAR FORCE, ASD, (DRAG 1059 LBS SHEAR LOAD AT THIS LBS.: 0 WALL TO OPPOSITE SIDEWALL) 'SIDEWALL B' X -BRACING TOTAL SHEAR FORCE, ASD, 2119 (X -BRACING USED TO RESIST LOAD) LBS.: BAY # 1 2 X -BRACING WIDTH (ft.): 20.00 20.00 HEIGHT (ft.): 17.94 17.94 SHEAR FORCE, ASD (lbs.): 1059 1059 BASE UPLIFT TENSION, ASD (lbs.): 950 950 X -BRACING TENSION, ASD (lbs.): 1423 1423 STRAP SIZE: (1) 1.5" x 16ga. strap MPAI80098767 Suzuki Calc Package 12/5/2019 Lateral Force Resistance -- Page B1 ROOF PURLIN DESIGN MEMBER SIZE USED --> SPAN (ft): DOWNWARD LOAD TRIB. WIDTH (ft.): DOWNWARD DISTRIBUTED LOAD (lbs./ft.): UPWARD LOAD TRIB WIDTH (ft.): UPWARD DISTRIBUTED LOAD (lbs /ft): DESIGN DOWNWARD BENDING MOMENT, Mu (ft -lbs ): DESIGN DOWNWARD END SHEAR (lbs ): DESIGN UPWARD BENDING MOMENT, Mu (ft-Ibs ): 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.): DOWNWARD DEFLECTION (in.): UPWARD DEFLECTION (in ): Metal Building Engineering, LLC 10in x 2.125/2.375in 12G ZEE m ›- < m J J a 19 83 3.91 159 391 23 13092 1581 1897 252 M/S 9.83 17661 7519 OK 0.83 = (U285) 0.11 (> L/1000) 10in x 3.5in 14G Eave Strut OK MPAI80098767 Suzuki Calc Package 12/5/2019 Roof Purlins -- Page C1 WALL GIRT DESIGN MEMBER SIZE USED --> BAY WIDTH (ft.): MAX. GIRT SPAN (ft.): TRIB. WIDTH (ft.): INWARD DISTRIBUTED LOAD (lbs./ft): OUTWARD DISTRIBUTED LOAD (Ibs.Ift.): DESIGN INWARD BENDING MOMENT, Mu (ft, -lbs.): DESIGN INWARD END SHEAR (lbs.): DESIGN OUTWARD BENDING MOMENT, Mu (ft. -lbs.): DESIGN OUTWARD END SHEAR (lbs.): GIRT BRACING LOCATIONS: INSIDE FLANGE UNBRACED LENGTH (FT.); (Mn values from NASPEC Section C3.1) —� +Mn allow (R -lbs.): -Mn allow (.-1b0: INWARD DEFLECTION (in:) OUTWARD DEFLECTION [In.) Metal Building Engineering, LLC SIDEWALL'A' AND 'IT GIRT DESIGN 6in x 2.125/2.375in 14G ZEE FNDWALL A GJRT.DESLGN CO Rin x 2.125/2.375in 16G ZEE i Y 4 >- CO J J >- 4 4 a m 19.83 19.83 11.00 6.00 11.00 51 56 7.04 4231 62 523 4637 68 576 1/3 PTS. 6.61 358 5760 1737 5477 OK 393 1.32 = (U179) 1.46 = (U162) MEMBER SIZE USED —> BAY WIDTH (ft.): MAX. GIRT SPAN (ft.): TRIB. WIDTH (ft.): INWARD DISTRIBUTED LOAD (Ibs./ft): OUTWARD DISTRIBUTED LOAD (lbs./ft.): DESIGN INWARD BENDING MOMENT, Mu (ft. -lbs.): DESIGN INWARD END SHEAR (lbs.): DESIGN OUTWARD BENDING MOMENT, Mu (ft. -lbs.): DESIGN OUTWARD END SHEAR (lbs.): GIRT BRACING LOCATIONS: INSIDE FLANGE UNBRACED LENGTH (FT.): (Mn values from NASPEC Section C3.1)--5 +Mn allow (ft. -lbs.): -Mn allow (ft. -lbs.): INWARD DEFLECTION (in.): OUTWARD DEFLECTION (in.): MPAI80098767 Suzuki Calc Package 12/5/2019 FNDWALL A GJRT.DESLGN Rin x 2.125/2.375in 16G ZEE i >- ,- >- >- 4 a m a m 11.00 11.00 11.00 11.00 7.04 7.04 62 62 68 68 1581 1581 358 358 1737 1737 393 393 M/S M/S 5.50 5.50 2878 2878 2750 2750 OK OK 0.45 0.45 = (L/290) = (U290) 0.49 0.49 = (U264) = (U264) MPAI80098767 Suzuki Calc Package 12/5/2019 Wall Girts -- Page C2 ENDWALL'B' GIRT DESIGN 4In x 2.12512.375in 16GZEE i V V >- >- 4 4 m 4 m 11 00 11.00 11.00 11.00 7.04 7.04 62 62 68 68 1581 1581 358 358 1737 1737 393 393 M/S M/S 5.50 5.50 2878 2878 2750 2750 OK OK 0.45 0.45 = (U290) = (U290) 0,49 0.49 = (U264) = (U264) Wall Girts -- Page C2 ENDWALL COLUMN DESIGN LOCATION: COLUMN #: END BAY (Y/N?): DISTANCE FROM BLDG. CORNER: BAY WIDTH TO SIDE 1 (ft.): BAY WIDTH TO SIDE 2 (ft,): MAX. ENDWALL COLUMN HT. (ft.): MAX TRIB. WIDTH (ft,): MAX DISTRIBUTED LOAD (plf): MAX DESIGN MOMENT, with Of = 1.67 (ft. -lbs.): V horiz. (lbs.): # OF #14 TOP END CONN. SCREWS: COMPOSITE DESIGN (Y/N)? ENDWALL COLUMN MEMBER —> DESIGN SECTION --> FLYBRACING ELEV. (ft): INSIDE FLANGE UNBRACED LENGTH (FT.): (Mn values from NASPEC Section C3.1) --> +Mn allow = -Mn allow = DEFLECTION: DEFLECTION (LP): LOCATION: COLUMN #: END BAY (Y/N?): DISTANCE FROM BLDG. CORNER: BAY WIDTH TO SIDE 1 (ft.): BAY WIDTH TO SIDE 2 (ft.): MAX. ENDWALL COLUMN HT. (ft.): MAX TRIB, WIDTH (ft.): MAX. DISTRIBUTED LOAD (plf): MAX DESIGN MOMENT, with Of = 1.67 (ft. -lbs.): V horiz. (lbs.): # OF #14 TOP END CONN. SCREWS: COMPOSITE DESIGN (Y/N)? ENDWALL COLUMN MEMBER—> DESIGN SECTION --> FLYBRACING ELEV. (ft): INSIDE FLANGE UNBRACED LENGTH (FT.): (Mn values from NASPEC Section C3.1)—> +Mn allow = -Mn allow= DEFLECTION: DEFLECTION (L/?): Metal Building Engineering, LLC ENDWALL 'A' (LEFT ENDWALL) 1-2 Y 12.50 12.50 12.50 20.27 11.50 103 8793 1039 8 N Sol. 10in x 3.5in 12G CEE 10in x 3.5in 12G CEE 14.08 14.08 22022 10438 OK 0.47 U515 OK ENDWALL 'IT (RIGHT ENDWALL) 1-2 Y 12.50 12.50 12 50 20.27 11.50 103 8793 1039 8 N Sgl. 10in x 3.5in 12G CEE 10in x 3,5in 12G CEE 14.08 14.08 22022 10438 OK 0.47 L/515 OK MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall Columns -- Page C3 Metal Building Engineering, LLC OPENING FRAMING DESIGN * z z w> o WALL LOCATION 46 m DESIGN WIND PRESSURE (psf); BAY WIDTH (ft,) MAX. DIST. FROM EDGE OF BAY TO OPENING C.L. OPENING WIDTH (ft,) OPENING HEIGHT (ft.) DESIGN JAMB HEIGHT (ft.) JAMB MOMENT (ft. -lbs.) JAMB MEMBER ALLOWABLE MOMENT FOR JAMB MEMBER (ft. -lbs.) HEADER GIRT LENGTH (ft.) HEADER GIRT MOMENT (ft.- Ups.) ft:lbs.) HEADER GIRT MEMBER HEADER GIRT MEMBER (SINGLE OR DOUBLE) ALLOWABLE MOMENT FOR HEADER GIRT (ft. -lbs.) BRACING (ft.) 4* z z w p 1 2 Endwall A Endwall A1 2 999 9.65 11 42 11 42 5 92 6.92 9.00 3.00 14 00 7 00 14.99 17.61 2686 2962 4in x 2.5in 14G CEE 4in x2 5in 14G CEE 3342 3342 OK OK 9.67 — 961 4in x 2 125/2 375in 16G ZEE SGL 2750 4.50 OK 1 2 3 4 Endwall A Sidewall A 1 1 9 65 9 89 11 42 1983 6.92 10.00 3.00 3.00 3 00 3 00 17.61 10.07 2962 1202 4in x 2 Sin 14G CEE 6in x 3.5in 16G CEE 3342 5080 OK OK — 40.00 4930 6in x 2 125/2 375in 14G ZEE SGL 5491 6 67 OK 3 4 5 6 Sidewall A Endwall 9 2 2 9.89 9.96 19.83 11.42 1000 5.92 3.00 3.00 3.00 700 10 07 14 08 1202 1748 6in x 3 Sin 19G CEE 4in x 2 5in 16G CEE 5080 2625 OK OK 40 00 21.92 4930 2722 6in x 2 125/2 375in 140 ZEE 4in x 2 125/2.375in 16G ZEE SGL SGL 5491 2750 6 67 400 OK OK 5 6 MPAI80098767 Suzuki Calc Package 12/5/2019 Opening Framing -- Page C4 Metal Building Engineering, LLC FOUNDATION DESIGN CONCRETE STRENGTH (f'c): 2500 psi REINF. YIELD STRENGTH: 60000 psi ALLOW. SOIL PRESSURE: 1500 psf NOTE: FOOTING SHALL EXTEND BELOW LOCAL FROST DEPTH. CONSULT LOCAL BUILDING DEPARTMENT FOR REQUIREMENTS. SIDEWALL CONTINUOUS FOOTING CONCRETE SLAB THICKNESS DEPTH OF FTG. BELOW GRADE DESIGN SOIL PRESSURE FOOTING WIDTH FOOTING DEPTH DOWNWARD LOAD AT C.S. FRAME FOOTING AREA REQUIRED NET UPLIFT LOAD AT C.S. FRAME NET UPLIFT FROM SIDEWALL X -BRACE DESIGN d top DESIGN d bottom LENGTH FTG REQ'D. (DL+SN) LENGTH FTG. REQ'D (UPLIFT) Mu DESIGN MOMENT (ft -lbs.) AREA OF REINF. REQUIRED: AREA OF REINF. PROVIDED: USE a= (NO SHEAR REINF. REQ'D) 4 in. (MIN.) 12 in. (MIN.) 1350 psf 12 IN. (MIN.) 12 IN. (MIN.) 10320 lbs 7.6 ft.^2 2004 lbs. * 226 lbs. 10 0 in. 8.5 in. 7.6 ft. 7.3 ft. TOP BOTTOM 2557 16764 0.13 1.10 0.08 0.47 0.20 0.62 OK OK (ACTUAL MOMENT AT ANCHOR BOLT LOCATION = 1826 FT. -LBS., f(t) top = 76 psi AND f(r) = 375 psi, THEREFORE DESIGN ANCHOR BOLTS IN UNCRACKED CONCRETE (SEE CALC PG. F3) (FROM A.C.I. FLEXURE TABLES) OK 12" WIDE BY 12" DEEP FOOTING W/ (1)414 TOP AND (2)45 BTM. MPAI80098767 Suzuki Calc Package 12/5/2019 Sidewall Slab Edge Fdn. -- Page F1 Metal Building Engineering, LLC FOUNDATION DESIGN CONCRETE STRENGTH (f'c): 2500 psi REINF. YIELD STRENGTH: 60000 psi ALLOW. SOIL PRESSURE: 1500 psf NOTE: FOOTING SHALL EXTEND BELOW LOCAL FROST DEPTH. CONSULT LOCAL BUILDING DEPARTMENT FOR REQUIREMENTS. ENDWALL CONTINUOUS FOOTING CONCRETE SLAB THICKNESS DEPTH OF FTG. BELOW GRADE DESIGN SOIL PRESSURE FOOTING WIDTH FOOTING DEPTH DOWNWARD LOAD AT ENDWALL COLUMN FOOTING AREA REQUIRED NET UPLIFT LOAD FROM ENDWALL COLUMN NET UPLIFT FROM ENDWALL X -BRACE DESIGN d top DESIGN d bottom LENGTH FTG. REQ'D. (DL+SN) LENGTH FTG. REQ'D (UPLIFT) Mu DESIGN MOMENT (ft. -lbs.)' AREA OF STEEL REQ. AREA OF STL. PROVIDED a= USE > (NO SHEAR REINF. REQ'D) 4 in. (MIN.) 12 in. (MIN.) 1350 psf 12 IN. (MIN.) 12 IN. (MIN.) 4830 lbs. 3.6 ft.A2 673 lbs. 1598 lbs. 10.0 in. 8.5 in. 3.6 ft. 5.8 ft. TOP BOTTOM 1625 3672 0.09 0.23 0.05 0.13 0.20 0.20 OK OK (ACTUAL MOMENT AT ANCHOR BOLT LOCATION = 1161 FT. -LBS., f(t) top = 48 psi AND f(r) = 375 psi, THEREFORE DESIGN ANCHOR BOLTS IN UNCRACKED CONCRETE (SEE CALC PG. F4) (FROM A.C.I. FLEXURE TABLES) OK 12" WIDE BY 12" DEEP FOOTING W/ (1)-#4 TOP AND (1)-#4 BTM. MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall Slab Edge Fdn. -- Page F2 Metal Building Engineering, LLC CONCRETE ANCHOR DESIGN PER ACI 318-14, APPENDIX "D" ANCHOR LOCATION: SIDEWALL C.S. FRAME COLUMNS DESIGN LOADS (from RISA analysis), ALLOWABLE STRESS LEVELS : SIDE #1 SIDE #2 D.L. SHEAR FORCE (LBS,), POSITIVE SHEAR LOADS ARE TOWARD EDGE OF SLAB: D.L. VERTICAL FORCE (LBS.): F.LL. SHEAR FORCE (LBS.): ELL. VERTICAL FORCE (LBS.): RLL SHEAR FORCE (LBS.): RLL VERTICAL FORCE (LBS.): SL SHEAR FORCE (LBS.): SL VERTICAL FORCE (LBS.): WIND L -R SHEAR FORCE (LBS.): WIND L -R VERTICAL FORCE (LBS.): WIND R -L SHEAR FORCE (LBS.): WIND R -L VERTICAL FORCE (LBS.): SEISMIC SHEAR FORCE (LBS.): SEISMIC VERTICAL FORCE (LBS.): A C I SECTION 9.2 LOAD COMB EQUATIONS: GOVERNING LOAD COMB. EQUATION: ULT SHEAR FORCE (LBS ), Vu: ULT. TENSION FORCE (LBS.), Tu: CONCRETE ANCHOR TYPE (diamx length), CONCRETE ANCHOR DIAM. (IN.): CONCRETE ANCHOR LENGTH (IN.): NUMBER OF CONCRETE ANCHORS: SPECIAL INSPECTION REQUIRED? X' CONCRETE ANCHOR SPACING: 'Y' CONCRETE ANCHOR SPACING: EFFECTIVE EMBEDMENT: LOAD EDGE DISTANCE, c1: PERP. EDGE DISTANCE, c2: DEPTH OF CONCRETE EDGE (IN.): CRACKED CONCRETE CONDITION (Y/N)? e eccentricity (IN.) = psi [ec,N] ((Eqn. D-9)) = psi [ed,N] ((Eqn. D-10, D-11)) = psi [c,N] ((Sec. D.5,2.6)) = psi [cp,N] (Egn.D-12, D-13) = psi [c,P] (Sec. 0.5.3.6) = V eccentricity (IN.) = psi [ec,V] (Eqn. D-26) = psi [ed,V] (Eqn. D-27, D-28) = psi [c,V] (Sec. D.6,2.7) = ANo (IN.A2) = AN (IN.A2) = Nb (LBS.) = Ncbg (LBS.) = Ns (LBS.) = Npn (LBS.) = SEISMIC TENSION DUCTILITY FACTOR: mNn (LBS.) = Avc (IN.A2) = Avco (IN.A2) _ Vb (LBS.) = Vcbg (LBS.) = Vs (LBS) = SEISMIC SHEAR DUCTILITY FACTOR: DVn (LBS.) _ MAX UNITY VALUE (EQNS D 7.1, D 7 2, D 7 3) MAX. UNITY: 131 131 -681 -681 0 0 CONCRETE ANCHOR MANUFACTURER AND TYPE: DEWALT'SCREW-BOLT+' ANCHOR (VALUES FROM ESR -3889 REPORT, EFF. THRU 11/2020) STEEL CONCRETE ANCHOR TENSILE STRENGTH: 0 0 115000 PSI 592 592 -3085 -3085 NORMAL WT. CONCRETE 1690 1690 STRENGTH (fc): 2500 PSI -8813 -8813 -1753 1327 CONCRETE ANCHOR TENSION 2750 340 REINFORCING PROVIDED? N 1327 -1753 340 2750 CONCRETE ANCHOR SHEAR 819 -819 REINFORCING PROVIDED? N -1105 1105 (Eqn. 9-2) (Eqn. 9-3) (Eqn. 9-4) (Eqn 9-5) (Eqn. 9-6) (Eqn 9-7) (9-2b.1) (9-3d.2) (9-4b.2) (9-5a 1) (9-6a.1) (9-7a 2) 1002 3276 1831 1665 -1635 -1053 0 0 0 0 2137 965 .5X3.0 0.500 0.500 0.500 0.500 0.500 0.500 3.00 3.00 3.00 3.00 3.00 3.00 4 4 4 4 4 4 N N N N N N 8.00 8.00 8.00 8.00 8.00 8.00 2.96 2.96 2.96 2.96 2.96 2.96 2.17 2.17 2.17 2.17 2.17 2.17 8.00 8.00 8.00 8.00 36.00 36.00 48.0 48.0 48.0 48.0 48.0 48.0 12.0 12.0 12.0 12.0 12.0 12.0 N N N N N N 0.00 0.00 0.00 0.00 0.00 0.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.40 1.40 1.40 1.40 1.40 1,40 1.00 1.00 1.00 1,00 1.00 1,00 1.40 1.40 1.40 1,40 1.40 1,40 0.00 0.00 0.00 0.00 0,00 0,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0,97 1.40 1.40 1.40 1.40 1.40 1.40 42.4 42.4 42.4 42.4 42,4 42.4 61.6 61.6 61,6 61.6 61.6 61.6 3836 3836 3836 3836 3836 3836 7812 7812 7812 7812 7812 7812 81900 81900 81900 81900 81900 81900 0 0 0 0 0 0 1.00 1.00 1.00 0,40 1.00 0.40 7812 7812 7812 3125 7812 3125 0 00°,' 0 00% 3 00% 0 00% 27 30 87% 384.0 384.0 384.0 384.0 1320.0 1320,0 288.0 288.0 288.0 288.0 5832.0 5832.0 7511 7511 7511 7511 71698 71698 14020 14020 14020 14020 21962 21962 35440 35440 35440 35440 35440 35440 1.00 1.00 1.00 0.40 1.00 0,40 14020 14020 14020 5608 21962 8785 7 153/4 23 361/4 13 0001 27.00 45 11 0809 0.07 0.23 0.13 0.30 0.27 0.31 0.31 USE ----> (4) - 1/2" DIAM. X 3" LONG DEWALT'SCREWBOLT+' ANCHOR CONCRETE ANCHORS IN 3.5 IN. DEEP HOLES 1 (SIDEWALL CONCRETE ANCHOR DESIGN GOVERNS AT THIS LOCATION) MPAI80098767 Suzuki Calc Package 12/5/2019 CS Frame Anchors -- Page F3 Metal Building Engineering, LLC CONCRETE ANCHOR DESIGN PER AC1 318-14, APPENDIX "D" ANCHOR LOCATION: ENDWALL X -BRACING COLUMNS DESIGN LOADS AT ALLOWABLE STRESS LEVELS : D.L. SHEAR FORCE (LBS.) D,L, TENSION FORCE (LBS.): F.L.L SHEAR FORCE (LBS.): F.L.L. TENSION FORCE (LBS.): SL (RLL) SHEAR FORCE (LBS.): SL (RLL) TENSION FORCE (LBS.): WIND SHEAR FORCE (LBS.): WIND TENSION FORCE (LBS.): SEISMIC SHEAR FORCE (LBS,): SEISMIC TENSION FORCE (LBS.): A,C.I. SECTION 9.2 LOAD COMBINATIONS: ULT. SHEAR FORCE (LBS.), Vu: ULT. TENSION FORCE (LBS,), Tu: ANCHOR TYPE Kam- x renpthl: ANCHOR DIAM, (IN.): ANCHOR LENGTH (IN.): NUMBER OF ANCHORS: SPECIAL INSPECTION REQUIRED? X' ANCHOR SPACING: EFFECTIVE EMBEDMENT: LOAD EDGE DISTANCE, c1: PERP EDGE DISTANCE, c2: DEPTH OF CONCRETE EDGE (IN,): CRACKED CONCRETE CONDITION (Y/N)? e eccentricity (IN,) _ psi [ec,N] ((Eqn. D-9)) = psi [ed,N1 ((Eqn. D-10, D-11)) = psi [c,N] ((Sec. D.5,2.6)) = psi [cp,N] (Eqn.D-12, D-13) = psi [c,P] (Sec. D.5.3,6) = V eccentricity (IN.) = psi [ec,V] (Eqn. D-26) = psi [ed,V] (Eqn. D-27, D-28) = psi [c,V] (Sec. D.6.2.7) = ANo (IN.^2) = AN (IN.A2) = Nb (LBS.) = Ncbg (LBS.) = Ns (LBS.) = Npn (LBS.) = SEISMIC TENSION DUCTILITY FACTOR: CoNn (LBS.) = Avc (IN.^2) = Avco (IN.^2) = Vb (LBS.) = Vcbg (LBS.) = Vs (LBS.) = SEISMIC SHEAR DUCTILITY FACTOR: cDVn (LBS.) = MAX. UNITY VALUE (EONS. D.7.1, D.7.2, D.7.3): MAX. UNITY: USE -a 1 -174 0 0 0 -1160 1038 1736 614 1027 CONCRETE ANCHOR MANUFACTURER AND DEWALT'SCREW-BOLT+' ANCHOR (VALUES FROM ESR -3889 REPORT, EFF. THRU 11/2020) STEEL ANCHOR TENSILE STRENGTH: 115000 PSI NORMAL WT. CONCRETE STRENGTH: ANCHOR TENSION REINFORCING PROVIDED? ANCHOR SHEAR REINFORCING PROVIDED? 2500 PSI N N (EQ. 9-2) (EQ_ 9-3) (EQ. 9-4) (EQ 9-5) (EQ. 9-6) (EQ. 9-7) 1 832 1662 615 1662 615 0 0 1989 586 2621 870 .5X3.0 0.500 0.500 0.500 0.500 0.500 0.500 3.00 3.00 3.00 3.00 3.00 3.00 2 2 2 2 2 2 N N N N N N 8.00 8.00 8.00 8.00 8.00 8.00 2.17 2.17 2.17 2.17 2.17 2.17 48.00 48.00 48.00 48.00 48.00 48.00 5.00 5.00 5.00 5.00 5.00 5.00 12.0 12.0 12.00 12.00 12.00 12.00 N N N N N N 0.00 0.00 0.00 0.00 0 00 0,00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.40 1.40 1.40 1.40 1.40 1,40 0.85 0.85 0.85 0.85 0 85 0,85 1.40 1.40 1.40 1.40 1 40 1,40 0.00 0.00 0.00 0.00 0 00 0.00 1.00 1.00 1.00 1.00 1 00 1,00 1.00 1.00 1,00 1.00 1.00 1,00 1.40 1.40 1.40 1.40 1.40 1.40 42.4 42.4 42.4 42.4 42.4 42.4 42.4 42.4 42,4 42.4 42.4 42.4 3836 3836 3836 3836 3836 3836 4551 4551 4551 4551 4551 4551 40950 40950 40950 40950 40950 40950 O 0 0 0 0 0 1,00 1.00 1.00 1.00 1.00 1.00 4551 4551 4551 4551 4551 4551 0.00 % 0 00% 43.711% 12.89% 57.60% 19.12% 1020.0 1020.0 1020.0 1020.0 1020.0 1020.0 10368.0 10368.0 10368.0 10368.0 10368.0 10368.0 110386 110386 110386 110386 110386 110386 30407 30407 30407 30407 30407 30407 17720 17720 17720 17720 17720 17720 1.00 1.00 1 00 1.00 1.00 1.00 17720 17720 17720 17720 17720 17720 001% 4 09% 9 38% 347' 9 38% 3479 0.00 0.05 0.44 0.13 0.58 0,19 0.58 (2) -112" DIAM. X 3" LONG DEWALT'SCREW-BOLT+' ANCHOR ANCHORS IN 3.5 IN. DEEP HOLES (ENDWALL ANCHOR DESIGN GOVERNS AT THIS LOCATION) MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall X -B Anchors -- Page F4 Metal Building Engineering, LLC CONCRETE ANCHOR DESIGN PER ACI 318-14, APPENDIX "D" ANCHOR LOCATION: ENDWALL OPENING JAMBS DESIGN LOADS AT ALLOWABLE STRESS LEVELS : D.L. SHEAR FORCE (LBS.), POSITIVE SHEAR LOADS ARE TOWARD EDGE OF SLAB: D.L. TENSION FORCE (LBS.): F.L.L. SHEAR FORCE (LBS.): F.L.L. TENSION FORCE (LBS.): SL (RLL) SHEAR FORCE (LBS.): SL (RLL) TENSION FORCE (LBS,): WIND SHEAR FORCE (LBS.): WIND TENSION FORCE (LBS.): SEISMIC SHEAR FORCE (LBS.): SEISMIC TENSION FORCE (LBS.): A.C.I. SECTION 9.2 LOAD COMBINATIONS: ULT. SHEAR FORCE (LBS.), Vu: ULT. TENSION FORCE (LBS ), Tu: ANCHOR TYPE ldiam. x Iensith): ANCHOR DIAM. (IN.): ANCHOR LENGTH (IN.): NUMBER OF ANCHORS: SPECIAL INSPECTION REQUIRED? EFFECTIVE EMBEDMENT: LOAD EDGE DISTANCE, c1: PERP. EDGE DISTANCE, c2: DEPTH OF CONCRETE EDGE: CRACKED CONCRETE CONDITION (Y/N)? e eccentricity (IN.) = psi [ec,N] ((Eqn. D-8)) = psi [ed,N] ((Eqn. 0-9, D-10)) = psi [c,N] ((Sec. D.5.2.6)) = psi [cp,N] (Egn.D-11, D-12) = psi [c,P] (Sec. D.5.3.6) = V eccentricity (IN,) = psi [ec,V] (Eqn. D-36) = psi [ed,V](Egn. D-37, D-38) = psi [c,V] (Sec. D.6.2.7) = ANo (IN ^2) = AN (IN ^2) = Nb (LBS.) = Ncbg (LBS.) = Ns (LBS.) = Npn (LBS.) = SEISMIC TENSION DUCTILITY FACTOR: (DNA (LBS.) = Avc (IN.^2) = Avco (IN.^2) = Vb (LBS.) = Vcbg (LBS.) = Vs (LBS.) = SEISMIC SHEAR DUCTILITY FACTOR: DVn (LBS.) = MAX. UNITY VALUE (EONS. D.7.1, D.7.2, D.7.3): MAX. UNITY: USE > 0 0 0 0 0 0 390 0 13 0 CONCRETE ANCHOR MANUFACTURER AND DEWALT 'SCREW -BOLT+' ANCHOR (VALUES FROM ESR -3889 REPORT, EFF. THRU 11/2020) STEEL ANCHOR TENSILE STRENGTH: 115000 PSI NORMAL WT, CONCRETE STRENGTH: ANCHOR TENSION REINFORCING PROVIDED? ANCHOR SHEAR REINFORCING PROVIDED? 2500 PSI N N (EQ 9-2) (EQ. 9-3) (EQ 9-4) (EQ. 9-5) (EQ 9-6) (EQ. 9-7) 0 312 624 13 624 13 0 0 0 0 0 0 .5X3.0 0.500 0.500 0.500 0.500 0.500 0.500 3.00 3.00 3.00 3.00 3.00 3.00 1 1 1 1 1 1 N N N N N N 2.17 2.17 2.17 2.17 2.17 2.17 2.00 2.00 2.00 2.00 2.00 2.00 48.00 48.00 48.00 48.00 48.00 48.00 12.0 12.0 12.00 12.00 12.00 12.00 N N N N N N 0.00 0.00 0.00 0.00 0 00 0.00 1.00 1.00 1.00 1.00 1 00 1.00 0.88 0.88 0.88 0.88 0.88 0.88 1.40 1.40 1.40 1.40 1.40 1.40 0.55 0.55 0.55 0.55 0.55 0.55 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.40 1.40 1.40 1.40 1.40 1.40 42.4 42.4 42.4 42.4 42.4 42,4 42.4 42.4 42.4 42.4 42.4 42,4 3836 3836 3836 3836 3836 3836 2620 2620 2620 2620 2620 2620 20475 20475 20475 20475 20475 20475 0 0 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 2620 2620 2620 2620 2620 2620 000% 000% 000% 000% 000V, 000 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 18.0 939 939 939 939 939 939 1314 1314 1314 1314 1314 1314 8860 8860 8860 8860 8860 8860 1,00 1,00 1,00 1.00 1,00 1.00 1314 1314 1314 1314 1314 1314 0 00% 23.72% 47 44% 0.93% 47 44% 0.9(3, 0.00 0,24 0.47 0,01 0,47 0,01 0.47 IR. 112" DJAM.X 3" LONG DEWALT'SCREW-BOLT+' ANCHOR ANCHORS 1N 3.5 IN. DEEP HOLES (OPENING JAMB ANCHOR DESIGN GOVERNS AT THIS LOCATION) MPAI80098767 Suzuki Calc Package 12/5/2019 Endwall Jamb Anchors -- Page F5 Metal Building Engineering, LLC PBR-PANEL 36" Coverage Condensed Technical Reference SECTION PROPERTIES Ga Width In Yield ksl Weight psf Top In Compression Bottom in Compression ALLOWABLE UNIFORM LIVE LOADS, psf For various fastener spacings Ixx in°/fl Sxx in'/ft Ixx in°/ft Sxx in'/ft Inward Load Outward Load 2' 3' 4' 5' 6' 7' 2' 3' 4' 5' 6' 7' 26 24 22 36 36 36 80 50 50 0 84 1.09 1.43 0.0367 0.0367 0.0560 0,0579 0.0800 0.0860 0.0317 0.0457 0.0633 0.0458 0.0613 0.0816 261 330 453 129 76 153 88 207 118 49 57 76 35 39 53 23 223 107 62 40 28 21 29 314 145 83 53 37 27 39 474 217 124 80 55 41 I. Theoretical section prope ties have been calculated per AISI 2012 'North America t Specification for the Design of Cold -Formed Steel Structural Members'. Ixx and Sxx are effective ection properties for deflection and bending. 2. Allowable load is calculated in accordance with AISI 2012 specifications considering bending, shear, combined bending and shear and deflection. Allowable load considers the 3 or more equal spans condition. Allowable load does not address web crippling, fasteners, support material or load testing. Panel weight is not considered. 3. Defection consideration is limited by a maximum deflection ratio of L/180 of span. 4. Allowable loads do not include a 1/3 stress increase for wind. TESTING AND APPROVALS ► UL 2218 Impact Resistance - Class 4 ► UL 790 Fire Resistance Rating - Class A, per building code ► UL 263 Fire Resistance Rating - per assembly ► ASTM E 1592 Structural Performance ► UL 580 Uplift Resistance - Class 90 Construction: #161 ► Texas Windstorm - Evaluations RC -198, RC -265 and RC -279 ► 2017 FBC Approvals - FL9482.4, FL10999.7 and FL14645.13 ► Miami -Dade County, Florida NOA 15-0318.01 - Wall expires 4/22/2020 ► Miami -Dade County, Florida NOA 15-0318.02 - Roof expires 6/2/2020 ► ICC Evaluation Report - ESR -2385 metal sales manufacluring corporation MPAI80098767 Suzuki Calc Package 12/5/2019 Roof & Wall Sheeting -- Page P1 NOTATIONS Metal Building Engineering, LLC SCREW CONNECTION DESIGN ds = Nominal screw diameter (in.) Q 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.) Ful = 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 g1 = g2 = t1 = t2 = Ful = Fu2 = Screw # = ds (in.) = (PBR-Panel 26G) 26 12 0.0179 0.1046 80000 67000 12 0.216 ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS: t2/t1 = 5.84 Pns (eq. E4.3.1-4) = Allowable Shear per Screw (0 Omega = 3.0): WALL PANEL g1 = g2 = t1 = t2= Ful = Fu2 = Screw # = ds (in.) = t2/t1 = 835 Pns (eq. E4.3.1-4) = 278 Allowable Shear per Screw = ALLOWABLE SHEAR BASED ON SCREW: Allowable Shear per Screw = 625 Design Shear per Screw = 278 ALLOWABLE TENSION BASED ON CONNECTED MATERIALS - Pullout Strength, Pnot (eq. E4.4.1.1) = 1287 Pullover Strength, Pnov (eq. E4.4.2.1) = 537 Allowable Tension per Screw (lbs.) = 179 Nominal Screw Tension Strength (lbs) = 860 Allowable Shear per Screw = Design Shear per Screw = (PBR-Panel 26G) 26 14 0.0179 0.0747 80000 67000 12 0.216 4.17 835 278 625 278 919 537 179 860 MPAI80098767 Suzuki Calc Package 12/5/2019 Screw Capacities -- Page P2