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HomeMy WebLinkAboutStructural Calculations0LRE-0tl-21-bgl3 STRUCTURAL CALCULATIONS FOR: Aaron Beisner Building 1067 quick silver way Rifle, GO 81650 Metal Sales Manufacturing Gorp. Job # ML1O85191127 (30'wtDE x 50'LoNG BU|LD|NG WITH ,IO'EAVE HEIGHT AND 3:12 ROOF PITCH) rNpEx Tq cALcuLATtoNs ?itrHim$ffil$N?h:fw Sheet # M1, M2 A'l - A7 A8 - A14 A15 B1 c1-c3 c4 F1-F5 P'l , P2 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 lnformation and Screw Capacities ul'tt h Distributor: Premo Steel Buildings Structural Engineering by: Alliance Engineering of Oregon, lnc 2700 Market St NE Salem, OR 97301 engsu pport@actbuild i ngsystems. com Loq) IJr) -IL TLo 35433 JOB INFORMATION: JOB NAME: Aaron Beisner JOB ADDRESS: 1067 quick silver way Rifle, CO 81650 JOB NUMBER: M1|085191127 ROOF LIVE LOADS: ROOF SNOW LOADS: Alliance Engineering of Oregon, lnc MAIN BUTLDTNG FRAME W|DTH (ft.): OVERALL ENCLOSED BUILDING WIDTH (ft.): BUTLDTNG LENGTH (ft.): BUILDING FRAME EAVE HEIGHT (ft.): BUILDING FRAME ROOF SLOPE (?/12): Corner Wall Zones (ft): Sidewall lnterior Zone (ft): 30.00 30.00 50.00 10.00 3.00 6.00 38.00 MATERIAL SPEGIFICATIONS: GONCRETE: 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 = SS,000 psi min.) PROJEGT PARAMETERS:SITE CLASS: RISK CATEGORY: GOVERNING GODES: - 2015 lnternational Building Code (Load Combinations per 2015 IBC Section 1605.3.1) -- AlSl 5100 (North American Specification for the Design of Cold-Formed Steel Structural Members) VERTICAL LOADS: DEAD LOADS: D il METAL ROOF PANEL: PURLINS: MISC.: STEEL FRAMES: 1.0 1.0 0.0 1.0 psf psf psf psf TOTAL ROOF DEAD LOAD: WALL DEAD LOAD: GROUND SNOW LOAD: SNOW LOAD IMPORTANCE FACTOR, ls: Ce, Exposure Factor: Ct, Thermal Factor: Cs, Slope Factor: MIN. ROOF SNOW LOAD: DESIGN SLOPED ROOF SNOW LOAD: 3.0 3.0 psf psf psf psf psf psf psf ROOF LIVE LOAD REDUCTION FACTORS (Rl x R2): DESIGN LIVE LOAD FOR CLEARSPAN FRAMES: DESIGN LIVE LOAD FOR PURLINS AND OTHER ELEMENTS: 0.83 16.5 20.0 60.0 1.00 1.00 1.20 1.00 40.0 50.4 GS1310621 Calc M11O85191127 Beisner 3t24t2021 Design Parameters - Page Ml Alliance Engineering of Oregon, lnc LATERAL LOADS: SEISMIG LOADS: Ss: Fa: SMs=(FaxSs) Ses= (23) x Sys = 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.) = sEtsMtc DES|GN CATEGORY (FOR BOTH PERTODS PER SEC. 1613.5.6.1): .8xTs= Ta (sec.) = WIND LOADS: ULTIMATE WIND SPEED (mPh; = 115 EXPOSURE = C BUILDING ENCLOSURE TYPE: ENCLOSED Element Roof Purlins: Sidewall Girts: Endwall Girts: Endwall Columns: 0.32 o.23 0.14 (ASCE 12.8.2.1) 1 1.4.5) VELOCITY EXPOSURE COEFFICIENT, Kz = 0.850 WIND TOPOGRAPHICAL FACTOR, Kt = 1.000 WIND DIRECTIONALITY FACTOR, Kd = 0.850 MEAN ROOF HEIGHT (ft.): 11.88 ULTIMATE WIND PRESSURE (psf): 24.46 MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Sidewall): ULTIMATE WIND G . Cp + Gcpi PRESSURE (psf): 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 DowMard Deflation: GCo f Gcoi (FIELD)Pressures (osfl INWARD OUTWARD INWARD OUTWARD 0.525 1.039 1.018 0.952 -1.OO2 -1 .1 39 -1 .1 18 -1.052 7.70 15.26 14.94 13.97 14.71 16.72 16.41 15.44 (pressure) (suction) (suction) (suction) (suction) (pressure) (suction) (suction) (suction) (pressure) (suction) 0.500 -0.605 -o.737 -0.591 0.000 -0.591 0.860 -o.245 -0.377 -0.231 0.078 -0.231 12.23 -14.80 -18.03 -14.46 0.00 -14.46 21.04 -5.99 -9.22 -5.66 1.92 -5.66 ALLOWABLE STRESS LATERAL SYSTEM WND FORCE PERP. TO SIDEWALLS, W(lbs.) = 4449 MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Endwall): lnt. Zone Wall Pressure Horiz. Coefficient: 1.105 lnt. Zone Endwall Ultimate Wind Pressure (psf): 27.03 ALLOWABLE STRESS LATERAL SYSTEM WND FORCE PERP. TO ENDWALLS, W(lbs.) = 2590 CLADDING AND COMPONENT ALLOWABLE STRESS DESIGN WIND PRESSURES: (Based on ASCE 7-10, Chapter 12, using Site Class "D" and Risk Cateqorv "ll") 'Short'Period 1-sec. Period PERP. TO SIDEWALL (TRANSVERSE) 0.303 1.557 0.472 0.31 5 3.0 1.00 1.00 0.104 0.104 w o.o72w 10.1 22695 1634 PERP. TO ENDWALL (LONGITUDINAL) 0.303 1.557 o.472 0.315 3.0 1.00 1.00 0.1 04 0.104 w o.o72w 10.1 22695 1634 51: Fv: c- c- PERP. TO SIDEWALL 0.079 2.400 0.1 90 0.126 3.0 1.00 1.00 0.042 o.o42w 0.029 w 10.1 22695 658 PERP. TO ENDWALL 0.079 2.400 0.1 90 0.126 3.0 '1.00 1.00 0.042 0.042 w 0.029 w 10.1 22695 658 B B GS1310621 Calc M11O85191127 Beisner 3t24t2021 Design Parameters - Page M2 CLEARSPAN F RAME AIVAL YSIS; Analysis Software Design Software ACT Engineering Specification Applicable Frame Numbers: Overall Nominal Frame Width: Nominal Eave Height: Roof Pitch: Tributary Width: Design Roof Snow Load (psf): Roof Live Load (psf): Wind Speed and Exposure: Alliance Engineering of Oregon, lnc RISA-3D version 16.05 by RISA Technologies ACT Dimensions version 2.17.23.0 by ACT Building Systems #1655965 2-4 30'- 0" 10'- 0" 3:12 12' - 6" 50.4 20 115 C ABA KBlT c1T 1B c1B r) (\()O APX (AB}ABB X - JOINT LABEL (SEE RISA ANALYSIS NEXT PAGE) (X) - MEMBER LABEL (SEE RISAANALYSIS NEXT PAGE) FRAME NODE AND MEMBER DIAGRAM KB2T c2r GS1310621 Calc M11O85191127 Beisner 3t24t2021 Clearspan frame - Page Al Alliance Engineering of Oregon, lnc Cold Formed Stee/ Properties Label Joint Coordinates E G Nu Therm E5 Dens Yield F o 1.1154e+007 0.3 0.65 Label Member Primary Data X 1 c1B 0.833333 0 2 c1T 0.833333 9.005761 15 12.5474273APX 4 c2T 29.166667 9.005761 5 c2B 29.166667 0 6 KBlB 0.833333 6.031 7 KBlT 4.8 9.997428 I KB2B 29.166667 6.031 I KB2T 25.2 9.997428 10 ABA 7.5 10.672428 11 ABB 22.5 10.672428 Label lJoint JJoint Member Advanced Data 1 C1 c1B c1T 2-12in x 3.5in 12G CEE Beam CS CF STL Tvpical 2 LR1 c1T APX 2-12in x 3.5in 12G CEE Beam CS CF STL Tvpical APX 2-12in x 3.5in 12G CEE Beam CS CF STL Tvpical3LR2c2T Beam cs4c2c2Bc2T2-12in x 3.5in 12G CEt CF STL Tvpical 5 KB1 KB1 B KBlT 2-4inx 2.5in 14G CEE Beam CS CF STL Tvpical 6 KB2 KB2B KB2T 2-4inx2.5in14G CEE Beam CS CF STL Tvpical ABB 2-4inx2.5in 14G CEE Beam CS CF STL Tvoical7ABABA n List Material n Rules Label I Release J Release J 1C Cold Formed Steel Design Parameters 0 01C1PIN Yes 2 LR1 PIN 5.9827 0 Yes 3 LR2 PIN 5.9827 0 Yes 4 c2 PIN 0 0 Yes 5 KB1 PIN PIN 0 0 6 KB2 PIN PIN 0 0 7 PIN PIN 0 0AB Label Basic Load Cases 9.0058 5 5 0.8 1 Yes1c'1 2-12in x 3.5in 12G CEt 2 LR1 2-12in x 3.5in 12G CEE 14.6027 4.7719 4.7719 0.8 1 Yes 3 LR2 2-12in x 3.5in 12G CEt 14.6027 4.7719 4.7719 0.8 1 Yes 9.0058 5 5 0.8 1 Yes4c22-12in x 3.5in 12G CEE 5 KB1 2-4inx2.5in 14G CEE 5.6095 6 KB2 24inx 2.5in 14G CEE 5.6095 7 AB 2-4inx2.5in 14G CEE 15 K-out K-in Cm Out ln 1 Roof Dead DL 0 0 2 2 Roof Snow SL 0 0 2 RLL 0 0 23Roof Live BLC Joint Point Distributed GS1310621 Calc M11O85191127 Beisner 3t24t2021 Clearspan frame - Page 42 Alliance Engineering of Oregon, lnc Basic Load Cases (continued) BLC Member Distributor Loads (BLC 1 : Roof Dead) Joint Point Distributed 4 WallDead DL 0 0 0 5 Floor Dead DL 0 0 0 b Floor Live LL 0 0 0 7 Wind To Riqht - Upward Baloonino oL1 0 0 6 8 Wind To Riqht - Uoward Deflation oL2 0 0 6 I Wind To Riqht - Downward Balooninq oL3 0 0 6 10 Wind To Riqht - Downward Deflation oL4 0 0 6 11 Wind To Left - Upward Balooninq oL5 0 0 6 12 Wind To Left - Uoward Deflation oL6 0 0 b 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 Label Direction Start M Start Member Distributor Loads (BLC 2: Roof Snow) Member Label Direction Start M End Start -f6 End Yo Member Distributor Loads (BLC 3 : Roof Live) EndEnd 1 -37.5LR1 -37.5 0 0 2 LR2 Y -37.5 -37.5 0 0 1 LR1 -611 .1898 -611 .1898 0 0 2 LR2 Y -61 1 .1 898 -611.1898 0 0 Member Label Direction Start Member Distributor Loads (BLC 7 : Wind To Right - Upward Balooning) End Start Yo End o/o 1 LR1 -200.0919 -200.0919 0 0 2 LR2 Y -200.0919 -200.09't9 0 0 Member Label Direction Start End Member Distributor Loads (BLC 8 : Wind To Right - Upward Deflation) Start End 1 c1 X 152.6803 152.6803 0 9.0058 2 c2 X 184.7432 184.7432 0 9.0058 3 LR1 Y 218.3119 218.3119 0 0 4 LR1 X -54.578 -54.578 0 0 5 LR2 175.1825 175.1825 0 0 6 LR2 X 43.7956 43.7956 0 0 Member Label Direction Start End Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooning) Start End 1 X 262.6101 262.6101c1 0 9.0058 2 c2 X 74.8133 74.8133 0 9.0058 3 LR1 Y 111.6643 111.6643 0 0 4 LR1 X -27.9161 -27.9161 0 0 5 LR2 68.5349 68.5349 0 0 6 LR2 X 17.1337 17.1337 0 0 1 c1 X 152.6803 152.6803 0 9.0058 2 c2 X 184.7432 184.7432 0 9.0058 3 LR1 Y 0 0 0 0 Member Label Direction Start End GS1310621 Calc M11O85191127 Beisner 3t24t2021 End Start Clearspan frame - Page A3 Alliance Engineering of Oregon, lnc Member Distributor Loads (BLC 9 : Wind To Right - Downward Baloonind bontinued) Member Label Direction Start End M Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) Start End Yo 4 LR1 X 0 0 0 0 5 LR2 Y 175.1825 175.',t825 0 0 43.7956 43.7956 0 06LR2X Member Label Direction Start M End Start End Member Distributor Loads (BLC 11 : Wind To Left - Upward Balooninq) 1 c1 X 262.6101 262.6101 0 9.0058 2 c2 X 74.8133 74.8133 0 9.0058 3 LR1 -23.2439 -23.2439 0 0 4 LR1 X 5.8'll 5.811 0 0 5 LR2 Y 68.5349 68.5349 0 0 6 LR2 X 17.1337 17.1337 0 0 Member Label Direction Start End Member Distributor Loads (BLC 12 : Wind To Left - Upward Deflation) Start End 1 c1 X -184.7432 -184.7432 0 9.0058 X -152.6803 -152.6803 0 9.00582c2 175.18253LR1175.1825 0 0 4 LR1 X -43.7956 -43.7956 0 0 5 LR2 Y 218.3119 218.3119 0 0 54.578 54.578 0 06LR2X Member Label Direction Start End Start End Member Distributor Loads (BLC 13 : Wind To Left - Downward Baloonino) -74.8133 0 9.00581c1X-74.8133 2 c2 X -262.il41 -262.6101 0 9.0058 3 LR1 68.5349 68.5349 0 0 -17.1337 -17.1337 0 04LR1X 5 LR2 Y 111.6643 111.6643 0 0 6 LR2 X 27.9161 27.9161 0 0 1 c1 X -184.7432 -184.7432 0 9.0058 -152.6803 -152.6803 0 9.00582c2X 3 LR1 Y 175.1825 175.1825 0 0 4 LR1 X -43.7956 -43.7956 0 0 0 0 0 05LR2 0 0 06LR2X0 Member Distributor Loads (BLC 14 : Wind To Left - Downward Deflation) Member Label Direction Start Member Label Direction Start End End Start Start End End Yo 1 c1 X -74.8133 -74.8133 0 9.0058 X -262.6101 -262.6101 0 9.00582c2 3 LR1 68.5349 68.5349 0 0 4 LR1 X -17.1337 -17.1337 0 0 -23.2439 -23.2439 0 05LR2 -5.811 06LR2X-5.811 0 GS1310621 Calc M11O85191127 Beisner 3t24t2021 Clearspan frame : Page A4 Alliance Engineering of Oregon, lnc Member Distributor Loads (BLC 15 : Earthquake) Member Label Load Combinations Direction Start End M Start Endto/II I O/II 1 c1 X 12.4988 12.4988 0 0 2 LR1 X 54.4946 54.4946 0 0 3 LR2 X 54.4946 54.4946 0 0 4 c2 X 12.4988 12.4988 0 0 DL 11DL ONLY LL 12FLL ONLY 3 tBc 16-9 DL 1 LL 1 DL 1 RLL 14rBc 16-10 DL 1 SL 15rBc 16-10 (b) DL 1 LL 0.75 RLL 0.756'16- 0.757tBc 16-11 DL 1 LL 0.75 SL DL 1 oL1 0.68IBC 16-12 (a) 1 DL 1 oL2 0.6oIBC 16-12 (a) 2 oL3 0.610IBC 16-12 (a) 3 DL 1 DL 1 oL4 0.611IBC 16-12 (a) 4 DL I oL5 0.612IBC 16-12 (a) 5 DL 1 oL6 0.613tBC 16-12 a r6 0.6'14 IBC 16-12 (a) 7 DL 1 oL7 DL 1 oL8 0.615IBC 16-12 (a) 8 DL 1 EL 0.716rBc 16-12 (b) 1 1 EL -0.717tBC 16-12 t2 DL oLl 0.45 RLL 0.7518IBC 16-13 (a) 1 DL 1 LL 0.75 DL 1 LL 0.75 oL2 0.45 RLL 0.7519IBC 16-13 (a) 2 DL 1 LL 0.75 oL3 0.45 RLL 0.7520IBC 16-13 t r3 0.75 oL4 0.45 RLL 0.7521IBC 16-13 (a) 4 DL 1 LL 0.75DL1LL0.75 oL5 0.45 RLL22IBC 16-13 (a) 5 DL 1 LL 0.75 oL6 0.45 RLL 0.7523IBC 16-13 (a) 6 DL 1 LL 0.75 oL7 0.45 RLL 0.7524IBC 16-13 i 7 0.45 RLL 0.7525IBC 16-13 (a) 8 DL 1 LL 0.75 oL8 DL 1 LL 0.75 oL1 0.45 SL 0.7526tBc 16-13 1 DL 1 LL 0.75 oL2 0.45 SL 0.75272 LL 0.75 oL3 0.45 SL 0.7528tBc 16-13 (b) 3 DL 1 DL 1 LL 0.75 oL4 0.45 SL 0.7529rBc 16-13 (b) 4 DL 1 LL 0.75 oL5 0.45 SL 0.7530IBC 16-13 t 5 LL 0.75 oL6 0.45 SL 0.7531tBc 16-13 6 DL 1 0.45 SL 0.75DL1LL0.75 oL732lBC 16-13 (b) 7 DL 1 LL 0.75 oL8 0.45 SL 0.753316-13 8 LL 0.75 EL 0.525 SL 0.7534IBC 16-14 (a r1 DL 1 0.75DLILL0.75 EL -0.525 SL35IBC 16-14 (a) 2 DL 0.6 oL1 0.636IBC 16-15 r a\1 oL2 0.637tBc 16-15 DL 0.6 DL 0.6 oL3 0.638IBC 16-15 (a) 3 DL 0.6 oL4 0.639IBC 16-15 (a) 4 0.6 oL5 0.640IBC 16-15 (a) 5 DL DL 0.6 oL6 0.641IBC 16-'15 (a) 6 DL 0.6 oL7 0.642IBC 16-15 (a) 7 0.6 oL8 0.643IBC 16-15 (a) 8 DL 44 IBC 16-16 (a) 1 DL 0.6 EL 0.7 DL 0.6 EL -0.745IBC 16-16 (a) 2 IIIIIII IIIIII IIIIrII PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor GS1310621 Calc M11O85191127 Beisner 3t24t2021 Clearspan frame -- Page A5 Alliance Engineering of Oregon, lnc Envelope Joi nt Reactions Joint Envelope Member Section Forces X LC LC Moment LC 3784.661 5 91 49.1 89 5 0 11clBmax 36 -1690.614 36 0 12min-1363.472 3 c2B max 1363.472 40 91 49.1 89 5 0 1 mtn -3784.661 5 -1690.614 40 0 14 14 18298.379 55Totalsmax2193.872 -2695.247 366min-2193.872 10 Member Sec Member Axi LC Code Check LC Moment I LC LC AlSl 5100-16; ASD Cold Formed Stee/ Code Checks (By ACT Dimensions) LC Shear Check AlSl 5100-16; ASD Cold Formed Steel Allowable Member Loads (Bv ACT Dimensions) 1 c1 1 max 9149.189 5 1363.472 36 0 1 mtn -1690.614 36 -3784.661 5 0 12 38 7672.984 5 0 132max1945.684 32 -2340.489 36 0 14mrn-3045.768 5 LR1 1 max 2558.782 36 1390.703 38 692.725 14 mtn -8003.603 5 -1389.451 14 -693.349 386 5 957.649 42 0 172max13777.498 5 18mrn-2158.48 36 -3444.374 0 9 LR2 1 max 2558.782 40 1390.703 42 692.725 10 min -8003.603 5 -1389.451 10 -693.349 4210 5 957.649 38 0 1112max13777.498 12 mln -2158.48 40 -3444.374 5 0 1 max 91 49.1 89 5 3784.661 5 0 113c21 40 -1363.472 40 0 114min-'1690.614 2340.489 40 0 1152max1945.684 42 16 mrn -3045.768 28 -7672.984 5 0 1 max 16203.068 5 0 1 0 117KB11 36 0 1 0 118mrn-4071.341 19 2 max 16203.068 5 0 I 0 1 mrn -4071.341 36 0 1 0 'l20 5 0 1 0 121KB21max16203.068 40 0 I 0 122mrn-4071.341 23 2 max 16203.068 5 0 1 0 1 -4071.341 40 0 1 0 124mrn 36 0 1 0 125AB1max1184.45 126mtn-10416.859 5 0 1 0 max 1184.45 36 0 1 0 1272 5 0 1 0 128mrn-10416.859 51c12-12in x 3.5in 12G CEE 0.9422 5.972 5 0.7618 5.972 LR1 2-12in x 3.5in 12G CEE 0.8889 8.611 5 0.3478 3.563 52 0.9422 5.972 5 0.7618 5.972 53c22-12in x 3.5in 12G CEE 0 5 0 0 54KB12-4inx2.5in 14G CEE 0.9108 0.3363 0 36 0 0 365AB2-4inx2.5in 14G CEE 48206 127935 30157 1 1 H1.2-11c12-12in x 3.5in 12G CEE 25526 127935 30157 1 1 H1.2-12LR12-12in x 3.5in 12G CEE Member Cb Cm GS1310621 Calc M11O85191127 Beisner 3t2412021 Clearspan frame - Page 46 Alliance Engineering of Oregon, lnc AISI 5100-16; ASD Cold Formed Steel Allawable Member Loads ACT Member Cm H1.2-1 42513 1423 H1.2-1 GS1310621 Calc M11O85191127 Beisner 3t24t2021 Clearspan frame - Page A7 ENDWALL A FRAME AA'ALYS'S Analysis Software: Design Software: ACT Engineering Specification: Applicable Frame Num bers: Overall Nominal Frame Width: Nominal Eave Height: Roof Pitch: Tributary Width: Design Roof Snow Load (psf): Roof Live Load (psf): Wind Speed and Exposure: Alliance Engineering of Oregon, lnc RISA-3D version 16.05 by RISA Technologies ACT Dimensions version 2.17 .23.0 by ACT Building Systems #1655967 1 30'- 0" 10' - 0" 3:12 6'-3u 50.4 20 115 C ) APX clT clB T B x - JorNT LABEL (SEE RISAANALYSTS NEXT PAGE) (X) - MEMBER LABEL (SEE RISAANALYSIS NEXT PAGE) FRAME NODE AND MEMBER DIAGRAM (\I()o (\torrlt)LI c2T GS1310621 Calc M11O85191127 Beisner 3t24t2021 EndwallA Frame -- Page A8 Alliance Engineering of Oregon, lnc Cold Formed Stee/ Properties Label Joint Coordinates E G Nu Therm E5 Yield 1.1154e+007 0.3 0.65 4901CF STL 2.90e+007 55000 79800 Label Member Primary Data X 1 c1B 0.833333 0 2 c1T 0.833333 9.005761 3 APX 15 12.547427 4 c2T 29.166667 9.005761 5 c2B 29.166667 0 6 KBlB 0.833333 6.031 7 KBlT 4.8 9.997428 29.166667IKB2B 6.031 9 KB2T 25.2 9.997428 10 EClB 6 0 611EClT 10.297428 12 EC2B 24 0 13 EC2T 24 10.297428 Label I Joint J Joint Member Advanced Data 1 c1 c1B c1T 12in x 3.5in 12G CEE Beam CS CF STL Tvpical 2 LR,I c1T APX 12in x 3.5in 12G CEE Beam CS CF STL Tvpical Beam3LR2C2TAPX12in x 3.5in 12G CEE CS CF STL Tvpical 4 c2 czB czT 12in x 3.5in 12G CEE Beam cs CF STL Tvpical 5 KB1 KB1 B KBlT 4inx2.5in 14G CEE Beam CS CF STL Tvoical 6 KB2 KB2B KB2T 4inx2.5in 14G CEE Beam cs CF STL Tvoical 7 EC1-1A EClB EClT 1Oin x 3.5in 14G CEE Beam CS CF STL Tvpical 8 EC2-14 ECZB EC2T 1Oin x 3.5in 14G CEE Beam CS CF STL Tvpical List Material Rules Label I Release Cold Formed Sfeel Design Parameters J Release 1 c1 PIN 0 0 Yes PIN 5.9827 0 Yes2LR1 3 LR2 PIN 5.9827 0 Yes 4 c2 PIN 0 0 Yes 5 KB1 PIN PIN 0 0 0 06KB2PINPIN 7 EC1-1A PIN PIN 0 0 8 EC2-1A PIN PIN 0 0 J 1C Label Lb-i K-out K-in Cnout 5 51c112in x 3.5in 12G CEE 9.0058 0.8 1 Yes 2 LR1 12in x 3.5in 12G CEE 14.6027 4.7719 9.5833 4.7719 0.8 1 Yes 3 LR2 12in x 3.5in 12G CEE 14.6027 4.7719 9.5833 4.7719 0.8 1 Yes 5 54c212in x 3.5in 12G CEE 9.0058 0.8 'l Yes 5 KB1 4in x 2.5in 14G CEE 5.6095 6 KB2 4in x 2.5in 14G CEE 5.6095 4.5833 4.5833 07EC1-1A 1Oin x 3.5in 14G CEE 10.2974 8 EC2-14 1Oin x 3.5in 14G CEE 14.2974 4.5833 4.5833 0 IIIIII rIII GS1310621 Calc M11O85191127 Beisner 3t24t2021 EndwallA Frame -- Page A9 Alliance Engineering of Oregon, lnc Basic Load Cases BLC Member Distributor Loads (BLC 1 : Roof Dead) Joint Point Distributed DL 0 0 21Roof Dead SL 0 0 22Roof Snow 3 Roof Live RLL 0 0 2 4 DL 0 0 0WallDead DL 0 0 05Floor Dead LL6Floor Live 0 0 0 7 Wind To Riqht - Upward Balooninq oL1 0 0 6 oL2 0 0 68Wind To Risht - Upward Deflation oL3 0 0 o9Wind To Riqht - Downward Balooning 10 Wind To Riqht - Downward Deflation oL4 0 0 6 oL5 0 0 611Wind To Left - Upward Balooning oL6 0 0 612Wind To Left - Upward Deflation oL7 013Wind To Left - Downward Balooninq 0 6 14 Wind To Lefi - Downward Deflation oL8 0 0 6 EL 0 0 415Earthquake Member Label Direction Start End Start End YoID/TI tD/f 1 LR1 Y -18.75 -18.75 0 0 2 LR2 Y -18.75 -18.75 0 0 Member Distri b utor Loads C2:Roof Member Label Direction Start Member Distributor Loads (BLC 3 : Roof Live) End Start End 1 LR1 -305.5949 -305.5949 0 0 2 LR2 Y -305.5949 -305.5949 0 0 Member Label Direction Start Start End 1 LR1 -121.2678 -121.2678 0 0 2 LR2 Y -121.2678 -121.2678 0 0 Member Distributor Loads (BLC 7 : Wind To Right - Upward Balooning) End Member Label Direction Start M End Start End o/o Member Distributor Loads (BLC I : Wind To Risht - Uoward Deflationl 76.3402 0 9.00581c1X76.3402 2 c2 X 92.3716 92.3716 0 9.0058 Y 109.1559 109.'1559 0 03LR1 -27.289 -27.289 0 04LR1X 5 LR2 87.5913 87.5913 0 0 6 LR2 X 21.8978 21.8978 0 0 131.3051 131.3051 0 9.00581c1X 37.4067 0 9.00582c2X37.4067 55.8321 55.8321 0 03LR1 -13.958 -13.958 0 04LR,I X 5 LR2 34.2675 34.2675 0 0 6 LR2 X 8.5669 8.5669 0 0 Member Label Direction Start End Start End GS'1 310621 Calc ML1O85191127 Beisner 3t2412021 EndwallA Frame -- Page 410 Alliance Engineering of Oregon, lnc Member Distributor Loads (BLC 9 : Wind To Right - Downward Balooninq) Member Label Direclion Start End Start End Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) 1 c1 X 76.3402 76.3402 0 9.0058 2 c2 X 92.3716 92.3716 0 9.0058 0 0 03LR10 0 0 04LR1X0 5 LR2 Y 87.5913 87.5913 0 0 X 21.8978 2'1.8978 0 06LR2 Member Label Direction Start End Start Yo End oa Member Distributor Loads (BLC 11 : Wind To Left - Up ward Balooninq) 131.3051 131 .3051 0 9.00581clX 37.4067 0 9.00582c2X37.4067 3 LR1 Y -11.6219 -11.6219 0 0 4 LR1 X 2.9055 2.9055 0 0 34.2675 34.2675 0 05LR2 6 LR2 X 8.5669 8.5669 0 0 Member Label Direction Start End Start End Member Distributor Loads (BLC 12 : Wind To Left -Deflation) 1 c1 X -92.3716 -92.3716 0 9.0058 2 c2 X -76.3402 -76.3402 0 9.0058 87.5913 0 03LR187.5913 -21.8978 0 04LR1X-21.8978 5 LR2 Y 109.1559 109.1559 0 0 X 27.289 27.289 0 06LR2 Member Label Direction Start End Start End o/o Member Distributor Loaas (BL C 13 : Wind To Left - Downward Balooninq) 1 c1 X ,37.4067 -37.4067 0 9.0058 2 c2 X -131.3051 -131.3051 0 9.0058 3 LR1 Y 34.2675 34.2675 0 0 4 LR'I X -8.5669 -8.5669 0 0 5 LR2 Y 55.8321 55.8321 0 0 6 LR2 X 13.958 13.958 0 0 Member Label Direction Start End Start End Yo Member Distributor Loads (BLC 14 Wind To Left - Downward Deflation) 1 c1 X -92.3716 -92.3716 0 9.0058 X -76.3402 -76.3402 0 9.00582c2 87.5913 0 03LR1Y87.5913 4 LR1 X -21.8978 -21.8978 0 0 0 0 0 05LR2 0 0 06LR2X0 1 c1 X -37.4067 -37.4067 0 9.0058 X -'t31.3051 -131.3051 0 9.00582c2 34.2675 0 03LR1Y34.2675 4 LR1 X -8.5669 -8.5669 0 0 -11.6219 -11.6219 0 05LR2 -2.9055 0 06LR2X-2.905s Member Label Direction Start End Start End GS1310621 Calc M11O85191127 Beisner 3t24t2021 Endwall A Frame -- Page A11 Alliance Engineering of Oregon, lnc Member Distributor Loads (BLC 15 : Earthquake) Member Label Direction Load Combinations Start End Start End 1 c1 X 6.2494 6.2494 0 0 2 LR1 X 27.2473 27.2473 0 0 3 LR2 X 27.2473 27.2473 0 0 4 c2 X 6.2494 6.2494 0 0 DL ONLY DL 1I LL 12FLL ONLY 3 rBc 16-9 DL 1 LL 1 4 tBc 16-10 DL 1 RLL 1 DL 1 SL 15tBc 16-10 (b) DL 1 LL 0.75 RLL 0.756 7 rBc 16-11 DL 1 LL 0.75 SL 0.75 DL 1 oL1 0.68IBC 16-'12 (a) 1 DL 1 oL2 0.6IIBC 16-12 (a\ 2 1 oL3 0.610IBC 16-12 r r3 DL 11 tBC 16-12 G\ 4 DL 1 oL4 0.6 DL ,|oL5 0.6't2 IBC 16-12 (a) 5 DL 1 oL6 0.613IBC 16-12 (a) 6 14 lBc 16-12 a 7 DL 1 oL7 0.6 15 IBC 16-12 (a) 8 DL 1 oL8 0.6 DL 1 EL 0.716rBc 16-12 (b) 1 DL 1 EL -0.71716-12 2 0.7518IBC 16-13 (a) 1 DL 1 LL 0.75 oLl 0.45 RLL IBC 16-13 (a) 2 DL 1 LL 0.75 oL2 0.45 RLL 0.7519 DL 1 LL 0.75 oL3 0.45 RLL 0.752016-13 3 oL4 0.7521tBC 16-13 a 4 DL 1 LL 0.75 0.45 RLL 22 IBC 16-13 (a) 5 DL 1 LL 4.75 oL5 0.45 RLL 0.75 DL 1 LL 0.75 oL6 0.45 RLL 0.7523IBC 16-13 (a) 6 DL 1 LL 0.75 oL7 0.45 RLL 0.7524tBC 16-13 7 25 IBC 16-13 (a) 8 DL 1 LL 0.75 oL8 0.45 RLL 0.75 DL 1 LL 0.75 oL1 0.45 SL 0.7526rBc 16-13 1 DL 1 LL 0.75 oL2 0.45 SL 0.7527rBc 16-13 (b) 2 LL 4.75 oL3 0.45 SL 0.7528IBG 16-13 i r3 DL 1 29 tBc 16-13 4 DL 1 LL o.75 oL4 0.45 SL 0.75 DL 1 LL 0.75 oL5 0.45 SL 0.7530rBc 16-13 (b) 5 1 LL 0.75 oL6 0.45 SL o.7531IBC 16-13 r 6 DL 32 rBc 16-13 7 DL 1 LL 0.75 oL7 0.45 SL 0.75 DL 1 LL 0.75 oL8 0.45 SL 0.7533rBc 16-13 (b) 8 DL 1 LL 0.75 EL 0.525 SL 0.7534lBc 16-14 (a)1 35 tBC 16-14 G\ 2 DL 1 LL 0.75 EL -0.525 SL 0.75 DL 0.6 oL1 0.636IBC 16-15 (a) 1 DL 0.6 oL2 0.637IBC 16-15 (a) 2 38 IBC 16-15 (a) 3 DL 0.6 oL3 0.6 DL 0.6 oL4 0.639IBC 16-15 (a) 4 DL 0.6 oL5 0.640IBC 16-15 (a) 5 41 tBc 16-15 o DL 0.6 oL6 0.6 DL 0.6 oL7 0.642IBC 16-15 (a) 7 DL 0.6 oL8 0.643IBC 16-15 (a) 8 44 tBc 16-16 t1 DL 0.6 EL 0.7 DL 0.6 EL -0.745IBC 16-16 (a) 2 IIII IIIIIII PDeIta SRSS BLC Factor BLC FActOr BLC Factor BLC Factor GS1310621 Calc ML1O85191127 Beisner 3/24t2021 EndwallA Frame -- Page 412 Alliance Engineering of Oregon, lnc Envelope Joint Reactions Joint Envelope Member Section Forces X LC LC Moment LC 32 619.395 43 0 11c1Bmax857.88 39 -772.065 34 0 'l2mtn-602.85 max 602.85 43 619.395 39 0 13c2B -857.88 28 -772.065 35 0 14mrn 1 5011.677 5 0 15EClBmax0 16mtn01-1045.176 42 0 max 0 1 5011.677 5 0 17EC2B 0 1 -1045j76 38 0 1Imrn 14 91 49. 1 89 5ITotals:max 1096.936 10 mrn -1096.936 10 -1347.624 36 1 max 619.395 43 602.85 39 0 11cl -772.065 34 -857.88 32 0 12min 1546.957 32 0 132max492.368 36 4 mtn -2274.533 5 -904.621 38 0 1 max 987.256 38 289.387 36 951.332 55LR11 -1969.505 32 -1908.161 5 -144.277 366mrn 128.626 42 0 172max588.856 E mrn -305.151 40 -167.001 29 0 1I 987.256 42 289.387 40 951.332 5ILR21max 28 -1908.161 5 -144.277 4010mrn-1969.505 1112max588.856 5 128.626 38 0 mtn -305.151 36 -167.001 33 0 112 619.395 39 857.88 28 0 113c21max 35 -602.85 43 0 114mrn-772.065 2 max 492.368 40 904.621 42 0 115 mtn -2274.533 5 -1546.957 28 0 116 35 0 1 0 117KB11max2913.544 0 1 0 118mtn-1474.752 38 2 max 2913.544 35 0 1 0 119 38 0 1 0 120min-1474.752 1 0 121KB21max2913.544 34 0 22 mtn -1474.752 42 0 1 0 1 2913.544 34 0 1 0 1232max 42 0 1 0 124min-'1474.752 125EC1-14 1 max 5011.677 5 0 1 0 mrn -1045j76 42 0 1 0 126 5 0 I 0 1272max5011.677 'l28mrn-1U5176 42 0 1 0 max 5011.677 5 0 1 0 129EC2-14 1 38 0 1 0 130mtn-1045.',176 1312max5011.677 5 0 1 0 -'t045.176 38 0 1 0 I32mln Member Sec LC LC Moment lb-LC AlSl 5100-16; ASD Cold Formed Sfeel Code Checks ACT Dimenslons) 0.2947 5.972 32 0.2918 5.972 321C112in x 3.Sin 12G CEE 4.751 52LR112in x 3.5in 12G CEE 0.881 4.751 5 0.738 Member Code Check LC Shear Check LC GS1310621 Calc M11O85191127 Beisner 3t24t2021 EndwallA Frame -- Page A13 Alliance Engineering of Oregon, lnc AlSl 5100-16; ASD Cold Formed Sfee/ Code Checks (By ACT DimensionsJ @ontinued) Member Code Check LC ShearCheck AISI 5100-16; ASD Cold Formed Steel Allowable Member Loads (By ACT Dimensions) LC 3 c2 12in x 3.5in 12G CEE o.2947 5.972 28 0.2918 5.972 28 4 0.3275 0KB14in x 2.5in 14G CEE 35 0 0 35 Member Cb Cm 1 c1 12in x 3.5in 12G CEE 24103 63968 15079 1 1 H1.2-1 2 LR1 12in x 3.5in 12G CEE 22896 63968 14608 1 1 H1.2-1 3 c2 12in x 3.5in 12G CEE 24103 63968 1 5079 1 1 H1.2-1 4 4in x 2.5in 14G CEE 8895 21256 2155KB1 1 1 H1.2-1 GS1310621 Calc M11O85191127 Beisner 3t24t2021 EndwallA Frame -- Page A14 Alliance Engineering of Oregon, lnc FRAME BRACE END SCREW CONNECTION DESIGN Brace results apply at Frames 1-4 Gable Frame Columns: Double 12in x 3.5in 12G CEE Gable Frame Rafters: Double 12in x 3.Sin 12G CEE Gable Frame Typ. Knee Braces: Double 4in x 2.5in 14G CEE Gable Frame Apex Braces: Double 4in x 2.5in 14G CEE Knee Brace Vert. lntersection Dimension per Detail A/2 (ft.): 6' - 3 112" Knee Brace Horiz. lntersection Dimension per Detail N2 (ft.12 3' - 2" Apex Brace Horiz. lntersection Dimension per Detail Bl2 (1t.1: 6' - 1 114" Screw Size: #14 Ultimate Single Shear Screw Strength (lbs.): 2450 Q= 2.5 R3d (group effect Apex Brace 10 0.68 558 5577 MAX. KNEE BRACE FORGE (lbs.): 8102 (INSTALL (16)#14 SCREWSAT EACH END oF EACH KNEE BRACE) * MAX. APEX BRACE FORCE (lbs.): 5208 (INSTALL (10) #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.) gl = Nominal gauge of thinnest connected part (in.) t1 = Thickness ofthinnest connected part (in.) Pn = Nominal bearing strength per bolt (lbs.) alzlol FI fllolzl ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS: Fu (Psi) = 70000 FY (Psi) = 55000 d/t = 8.04 C = 3.00 Pn = 8269 Allowable shear based on connected material bearing (lbs.): 3400 Bolt Grade: 4325 Allowable shear based on ,4325 bolt in shear (lbs.): 5219 Allowable Shear on Each Bolt (lbs.): 3400 * MAX. KNEE BRACE FORCE (lbs.): 8102 MAX. APEX BRACE FORCE (lbs.): 5208 db = 0.563 91=14 t1 = 0.07 (usE MrN. (3) 9/16" D|AM. A325 BOLTS AT EACH END OF EACH KNEE BRACE) (usE MtN. (2) 9t16" D|AM. A325 BOLTS AT EACH END OF EACH APEX BRACE) GS1310621 Calc M11O85191127 Beisner 3t24t2021 Brace End Conn's. - Page A15 Alliance Engineering of Oregon, lnc LATERAL FORCE RESISTANCE X.BRACING ANALYSIS .ENDWALL A'X.BRACING TOTAL SHEAR FORCE, ASD, LBS.: .ENDWALL B'X.BRACING TOTAL SHEAR FORCE, ASD, LBS.: BAY# X-BRACTNG WrDTH (ft.): HETGHT (ft.): SHEAR FORCE, ASD (lbs.): BASE UPLIFT TENSION, ASD (lbs.): X-BRACING TENSION, ASD (lbs.): STRAP SIZE: 'SIDEWALL A'X.BRACING TOTAL SHEAR FORCE, ASD, LBS.: BAY # X-BRACTNG WrDTH (ft.): HETGHT (ft.): SHEAR FORCE, ASD (lbs.): BASE UPLIFT TENSION, ASD (lbs.): X-BRACING TENSION, ASD (lbs.): STRAP SIZE: 'SIDEWALL B'X-BRACING TOTAL SHEAR FORCE, ASD, LBS.: BAY # X-BRACTNG W|DTH (ft.): HETGHT (ft.): SHEAR FORCE, ASD (lbs.): BASE UPLIFT TENSION, ASD (lbs.): X-BRACING TENSION, ASD (lbs.): STRAP SIZE: 729 (ADD KNEE BRACES TO ENDWALL FRAME rN L|EU OF X-BRAC|NG) 729 (X-BRACTNG USED TO RESTST LOAD) 2 13.67 12.03 729 642 972 (1) 1.5" x 169a. strap 1295 (X-BRACTNG USED TO RESTST LOAD) 2 12.50 9.94 1295 1029 1654 (1) 1.5" x 169a. strap 1295 (X-BRACTNG USED TO RESTST LOAD) 2 12.50 9.94 1295 1029 1654 (1) 1 .5" x 169a. strap ,ROOF'X.BRACING TOTAL SHEAR FORGE, ASD, LBS.: BAY # X-BRACTNG W|DTH (ft.): MAX STRAP LENGTH UP SHEETING (ft.): SHEAR FORCE, ASD (lbs.): X-BRACING TENSION, ASD (lbs.): STRAP SIZE: 1036 (X-BRACING USED TO RESTST LOAD) 2 12.50 8.78 1 036 1265 (1) 1 .5" x 'tGga. strap GS1310621 Calc M11O85191127 Beisner 3t24t2021 Lateral Force Resistance -- Page Bl 3in x 2.1 251 2.37 sin 1 2G ZEE o o JJ 12.50 4.77 243 4.77 65 7912 1516 2213 508 12.17 1 3488 3991 OK 0.34 = (u438) 0.09 (> ul000) x 3.5in 14G Eave Strut OK 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 (Ibs.) DESIGN UPWARD BENDING MOMENT, Mu (ft.-lbs.): DESIGN UPWARD END SHEAR (bs.) PURLIN BRACING LOCATIONS: INSIDE FLANGE UNBRACED LENGTH (FT.): (Mn values from NASPEC Section C3.1) +Mn allow (ft.lbs.) -Mn alloiv (ft.-lbs.) DOWNWARD DEFLECTION (in.) UPWARD DEFLECTION (in.) Alliance Engineering of Oregon, lnc GS1310621 Calc M11O85191127 Beisner 3t24t2021 Roof Purlins - Page C1 WALL GIRT DESIGN MEMBER SIZE USED _> BAYWDTH (fr.): MAX. G|RT SPAN (fr.): TR|B. WDTH (ft.): INWARD DISTRIBUTED LOAD (lbs-ft.): OUTWARD DISTRIBUTED LOAD (lbs./fi .): DESIGN INWARD BENDING MOMENT, Mu (ft.tbs.): 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 ftom I-'IASPEC Section C3.1) -> +Mn allow (ft.-lbs.): -Mn allovtl (ft.-lbs.): INWARD DEFLECTION (in.): OUTWARD DEFLECTION (in.): MEMBER SIZE USED -> BAY WTDTH (ft.): MAX. GIRT SPAN (ft.): TRrB. WDTH (ft.): INWARD DISTRIBUTED LOAD (lbs./ft,): OUTWARD DISTRIBUTED LOAD (lbs.ft.): DESIGN INWARD BENDING MOMENT, Mu (ft.tbs.): DESIcN INWARD END SHEAR (tbs.): DESIGN OUTWARD BENDING MOMENT, Mu (ft.-tbs.): DESIGN OUTWARD END SHEAR (Ibs.): GIRT BRACING LOCATIONS: INSIDE FLAI\GE UNBRACED LENGTH (FT.): (Mn values from NASPEC Section C3.1) -> +Mn allow (ft.ibs.): -Mn allovtl (ft.-lbs.): INWARD DEFLECTION (in.): OUTWARD DEFLECTION (in.): ENDWALL'A'GIRT DESIGN t* o t* 6 4.67 18.00 4.67 4.67 18.00 4.67 4.58 4.58 4.58 68 68 68 75 75 75 340 177 4632 616 340 177 373 5087 373 't1C1677 4.67 1/3 PTS. 6.00 4.67 5760 5491 5760 5491 5760 5491 OK OK OK 0.00 't.20 0.00 (> U1000) = (U179) (> L/1000)0.00 1.32 0.00 (> U1000) = (U163) (> L/l000) ENDWALL'B'GIRT DESIGN N* ao 13.67 13.67 4.58 13.67 13.67 4.58 68 75 68 75 2692 491 2692 491 2957 539 2957 539 i/t/s 6.83 WS 6.83 5760 5314 5760 5314 OK OK 0.39 0.39 =(u410) =(L/a10)0.43 0.43 = (u373) = (U373) Alliance Engineering of Oregon, lnc SIDEWALL'A AND'B. GIRT DESIGN 4in x2.1252.37sin 'l o o JJ 12.50 12.50 5.00 76u 2528 505 2727 554 [,VS 6.25 3525 3455 OK 0.79 0.87 = (Lt171') GS1310621 Calc ML1O85191127 Beisner 3t24t2021 Wall Girts -- Page C2 ENDWALL COLUMN DESIGN COLUMN #: END BAY (Y/N?): DISTANCE FROM BLDG. CORNER: BAY W|DTH TO SIDE 1 (ft.): BAY W|DTH TO S|DE 2 (fl.): MAX. ENDWALL COLUMN HT. (ft.): MAX. TR|B. WDTH (ft.): MAX. DISTRIBUTED LOAD (plf): MAX DESIGN MOMENT, with Of = 1.67 (fl.lbs.): V horiz. (lbs.): #OF #4TOP END CONN. SCREWS: COMPOSITE DESIGN (Y/N)? ENDWALL COLUMN MEMBER DESIGN SECTION FLYBRACING ELEV, (fI.): INSIDE FLANGE UNBRACED LENGTH (FT (Mn values from NASPEC Section C3.1) Alliance Engineering of Oregon, lnc +Mn allM -Mn allow DEFLECTION : DEFLECTION (U?): LOCATION: COLUMN #: END BAY (Y/N?): DISTANCE FROM BLDG. CORNER: BAY W|DTH TO S|DE 1 (fr.): BAY WTDTH TO S|DE 2 (fl.): MAX. ENDWALL COLUMN HT. (ft.): MAX. TR|B. WDTH (ft.): MAX. DISTRIBUTED LOAD (pf): MAX DESIGN MOMENT, with Of = 1.67 Vhoriz. (lbs.): # OF #4TOP 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 (U?): ENDWALL'A' GEFT ENDWALL) 1-2 2-3 6.00 6.00 24.OO 't8.00 18.00 10.81 6.00 10.81 1 1.58 179 1 1.5E 175 436b 967 4365 967 7 N 7 N Sgl. 1oin x 3.5in 14G CEE 1oin x 3.5in 14G CEE Sgl. 1oin x 3.5in 14G CEE 'loin x 3.5in l4G CEE 10.8110.81 12504 9578 12504 9578 OK 0.10 (> L/1000) OK 0.10 (> u1000) OK OK ENDWALL'B' (RIGHT ENDWALL) 'l-2 '15.0u 15.00 15.00 13.06 't4.'t7 219 7792 '1429 a N Sgl. 1oin x 3.5in 14G CEE 1oin x 3.5in 14G CEE 9.11 9.17 't2504 10730 OK 0.20 Lt607 OK GS1310621 Calc M11O85191127 Beisner 3t24t2021 Endwall Columns - Page C3 OPENING FRAMING DESIGN Alliance Engineering of Oregon, lnc Itoz2ulo.a! 1 2OK OK oz6 do 6.00 425 4.75 toEF^Zoiu!EIos=- 6(93c<u 9?JU<a 549'l %5 3455 tu6 =u =Fd 6tuo U- uJ a0too do IIJJoz 6 SGL. sGr SGL, trl!oEu =,Fc. otUo ui 6n x 2. 125t2.37 5in 1 4G ZEE 4in x 2 '125D 375in 14G 7FF 4in x 2.12512.37 sin 1 4C ZEE dis Fzgl =oE Ft 6tuo qtt 3 t32 't856 2AO2 EFoz UJJ Fd 6tuo u? 16.0U 12.50 '12.50 OK OK OK dor^ Ft;zauitsEff lJ.l l0 gE icjg 5080,qo 2gao e.ull!E IJJ =t0E 6in x 3.5in 16G CEE 4in Y 2 Sin lAG aFF 4rn x 2.5rn 16G CEE o! FzUEoE .llE 2444 15)7 926 e F (, U .D =-zIoqJ 9.17 499 7.99 F (, Ei oz =UL a.o0 800 7.00 g Fo =ozzuo-o 16.00 8.00 3.00 .llro U(,oU =igd r(,cZoz6H xOge 9.UU 5.50 6.25 E-Fo = m 18.00 12 \n 12.50 o utJoou 0z o-oz =zo anU d 16.45 1A 16 ''18.00 2 4 1 zotr (.,oJ JJ ? EndmllA Sidsall B SidMllA t*ozzut o-6 1 2 GS1310621 Calc ML1O85191127 Beisner 3t24t2021 Opening Framing - Page C4 Alliance Engineering of Oregon, lnc FOUNDATION DESIGN CONCRETE STRENGTH (fc): 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 (UPLTFT) 4 in. (MlN.) 36 in. (MlN.) 1710 psf 12 rN. (MrN.) 36 rN. (MrN.) 9687 lbs. 5.7 ft.^2 '1415 lbs. - 517 lbs. 34.0 in. 32.5 in. 5.7 ft. 1.8 fi. Mu DESIGN MOMENT (ft.-lbs.) AREA OF REINF. REQUIRED: AREA OF REINF. PROVIDED: USE (NO SHEAR REtlitF. REQ'D) MOMENT AT ANCHOR BOLT LOCATION = 322 FT.-LBS top = 1 or' o*o f(r) = 3zs psi, THEREFORE DESIGN BOLTS tN UNCRACKED CONCRETE (SEE CALC pc. F3) A.C.r. FLEXURE TABLES) OK OK OK TOP BOTTOM 452 0.01 0.00 1'1662 0.19 0.11 0.20 0.20 12"WIDE 8Y36" DEEP FOOTINGw/{1)+4 TOPAND(1I+4 BTM GS1310621 Calc M11O85191127 Beisner 3t24t2021 Sidewall Slab Edge Fdn. - Page Fl Alliance Engineering of Oregon, lnc FOUNDATION DESIGN CONCRETE STRENGTH (fc): 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.) 't 4 in. (MlN.) 36 in. (MlN.) 1710 psf 12 rN. (MrN.) 36 rN. (MrN.) 4640 lbs. 2.7 ft.^2 1 158 lbs. 522 lbs. 34.0 in. 32.5 in. 2.7 ft. 1.5 ft. OK OK usE -.-'> (NO SHEAR RErl{F. REQ'D) MOMENT AT ANCHOR BOLT LOCATION = 216 FT.-LBS., top = 1 Ot' AND (r) = 375 psi, THEREFORE DESIGN BOLTS IN UNCRACKED CONCRETE (SEE CALC PG. F4) A.C.r. FLEXURE TABLES) 12"WIOE 8Y36" DEEP FOOTING W'(1)+4 TOPAND (1)+4 BTM. AREA OF STEEL REQ. AREA OF STL. PROVIDED TOP BOTTOM 303 0.00 0.00 2675 0.04 0.02 0.20 0.20 GS1310621 Calc M11O85191127 Beisner 3t24t2021 EndwallSlab Edge Fdn. -- PageF2 Alliance Engineering of Oregon, lnc 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.), POSTTTVE SHEAR LOADS ARE TOWARD EDGE OF SLAB: D.L. VERTTCAL FORCE (LBS.): F.L.L. SHEAR FORCE (LBS.): F.L.L, 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.): sErsMrc sHEAR FORCE (LBS.): SEISMIC VERTICAL FORCE (LBS.): CONCRETE ANCHOR MANUFACTURER AND TYPE: DEWALT'SCREW-BOLT+' ANCHOR (VALUES FROM ESR-3889 REPORT, EFF. THRU 't1t2021) STEEL CONCRETE ANCHOR TENSILE STRENGTH: 115000 PSI NORMAL WT. CONCRETE STRENGTH (fc):2500 PSt CONCRETE ANCHOR TENSION REINFORCING PROVIDED? CONCRETE ANCHOR SHEAR REINFORCING PROVIDED? 219 -529 0 0 1167 -2A22 3566 -8620 -1495 2008 237 1322 617 437 .5X3.0 0.500 3.00 1 N 8.00 2.96 2.17 6.00 48.0 36.0 N (Eqn. 9-2) (9-2b.1 ) 2045 0 (Eqn. 9-3) (e-3d.2) 6042 0 0.500 3.00 4 N 8.00 2.96 2.',t7 6.00 48.0 36.0 N 0.00 '1.00 '1.00 1.40 '1.00 1.40 0.00 '1.00 1.00 1.40 219 -529 0 0 1167 -2822 3566 -8620 237 1322 -1495 2008 -617 437 42.4 61_6 3836 78't2 81900 0 1.00 7812 0.00% 234.0 '162.0 4878 9865 35440 1.00 9805 61.25r/a 0.61 (Eqn. e-4) (s-4b.2) 2194 0 (Eqn. 9-s) (9-5a.1) 1857 0 0.500 3.00 1 N 8.00 2.96 2.'t7 6.00 /18.0 36.0 N 0.00 1.00 1.00 1.40 1.00 1.40 0.00 1.00 '1.00 1.40 (Eqn. 9-6) (9-6a.1 ) -1298 1532 (Eqn. e-7) (9-7a.1 ) 1078 0 N 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 (diam. x lenqth): coNcRETE ANCHOR D|AM. (rN.): 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 CONDTTION (Y/N)? e eccentricity (lN') = Psi [ec,N] ((Eqn. D-9)) = psi [ed,N] ((Eqn. D-l0, 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) = Veccentricity (lN)= Psi lec,Vl (Eqn. D-26) = psi led,Vl (Eqn. D-27, D-28) = Psi [c,V] (Sec. D 6 27) = ANo (lN.^2) = AN (tN.^2) -- Nb (LBS.) = Ncbg (LBS.) = Ns (LBS.) = NPn (LBS.) = SEISMIC TENSION DUCTILITY FACTOR: ONn (LBS.) = Avc (lN.^2) = Avco (lN.^2) = vb (LBs ) = Vcbs (LBS ) = Vs (LBs.) = SEISMIC SHEAR DUCTILITY FACTOR: OVn (LBS.) = MAX. UN|TY VALUE (EQNS. D.7.1,D.7.2,O.7.3): MAX. UNITY: 0.61 0.00 1.00 1.00 1.40 1.00 1.40 0.00 1.00 1.00 't.40 0.500 3.00 4 N 8.00 2.96 2.17 6.00 t[8.0 36.0 N 0.00 1.00 1.00 '1.40 '1.00 '1.40 0.00 1.00 1.00 1.40 0.500 3.00 4 N 8.00 2.96 2.17 36.00 48.0 36.0 N 0_00 '1.00 1.00 1.40 1.00 1.40 0.00 '1.00 0.97 '1.40 0.500 3.00 4 N E.00 2.96 2.17 6.00 48.0 36.0 N 0.00 1.00 1.00 1.40 '1.00 1.40 0.00 1.00 1.00 1.40 42.4 61.6 3836 7812 81900 0 '1.00 7g',t2 0.00% 234.0 162.O 4874 9865 35440 1.00 9865 20.733/c 0.21 42.4 61.6 3836 7412 81900 0 1.00 fa\2 0.00% 234.0 162.0 4878 9865 35440 1.00 9865 22.24'/a o.22 42.4 ot.o 3836 7412 8'1900 0 0.40 s125 0.00% 234.O 162.O 4A7A 9865 35440 0.40 3946 47 A6% o.47 42.4 61.6 3836 7812 81900 0 1.00 7812 19 610/a 3960.0 5832.0 71698 65885 35440 1.00 35440 3.660/o o.20 42.4 61.6 3836 7412 81900 0 o.40 3125 0.00% 234.0 162.0 4874 9865 35440 0.40 3946 27 32% 0.27 usE -*-> (41 - 1t2" D|AM. X 3" LONG DEWALT'SCREW-BOLT+'ANCHOR CONCRETE ANCHORS tN 3.5 tN. DEEP HOLES (SIDEWALL CONCRETE ANCHOR DESIGN GOVERNS AT THIS LOCATION) GS1 310621 Calc M11O85191127 Beisner 3t24t2021 CS Frame Anchors - Page F3 Alliance Engineering of Oregon, lnc CONCRETE ANCHOR DESIGN PER ACI 318.14. APPENDIX "D'' ANCHOR LOCATION: DESIGN LOADS AT ALLOWABLE STRESS LEVELS : D,L. SHEAR FORCE (LBS.), POSITIVE SHEAR LOADS ARE TOWARD EDGE OF SLAB: D.L. TENSTON FORCE (LBS.): F.L.L. SHEAR FORCE (LBS.): F.L.L. TENSTON FORCE (LBS.): SL (RLL) SHEAR FORCE (LBS.): SL (RLL) TENSION FORCE (LBS.): wrND sHEAR FORCE (LBS.): wrND TENSTON FORCE (LBS.): SEISMIC SHEAR FORCE (LBS.): SEISMIC TENSION FORCE (LBS.): CONCRETE ANCHOR MANUFACTURER AND TYPE: DEWALT'SCREW-BOLT+' ANCHOR (VALUES FROM ESR-3889 REPORT, EFF. THRU 11t2021) ENDWATL COLUMNS ,| -273 0 0 0 -1819 1429 1338 20 0 115000 PSr STEEL ANCHOR TENSILE STRENGTH: NORMAL WT. CONCRETE STRENGTH: ANCHOR TENSION REINFORCING PROVIDED? ANCHOR SHEAR REINFORCING PROVIDED? 21 2500 N N PSI A,C.I. SECTION 9.2 LOAD COMBINATIONS: ULT. SHEAR FORCE (LBS.), Vu: ULT. TENSION FORCE (LBS.), Tu: ANCHOR TYPE (diam. x lenothl: ANCHOR D|AM. (rN.): ANCHOR LENGTH (IN.): NUMBER OF ANCHORS: SPECIAL INSPECTION REQUIRED? X'ANCHOR SPACING: EFFECTIVE EMBEDMENT: LOAD EDGE DISTANCE, c1: PERP. EDGE DISTANCE, c2: OEPTH OF CONCRETE EDGE (IN.): cRACKED CONCRETE CONDtTtON (Y/N)? e eccentricity (lN.) = psi lec,Nl ((Eqn. D-9)) = psi [ed,Nl ((Eqn. D-10, o-11)) = psi [c,Nl ((Sec. D.5.2.6) = psi [cp,N] (Eqn.D-12, D-13) = psi [c,Pl (sec. D.5.3.6) = V eccentricity (lN.) = psi lec,Vl (Eqn. D-26) = psi [ed,V] (Eqn. D-27, D-28) = psi [c,Vl (Sec. D.6.2.7) = ANo (lN ^2) = AN (lN ^2) = Nb (LBS ) = Ncbs (LBS ) = Ns (LBS ) = NPn (LBS ) = SEISMIC TENSION DUCTILIry FACTOR: ONn (LBS') = Avc (lN ^2) = Avco (lN-^2) = vb (LBS ) = Vcbs (LBS') = vs (LBS ) = SEISMIC SHEAR DUCTILITY FACTOR: OVn (LBS') = MAX. UNtry VALUE (EONS. D.7.1, D.7.2, D.7.3): e-5)(EOe-4)(EO9-2)(EO 1 0 0.500 3.00 2 N 8.00 0.500 3.00 2 N 8.00 (EO. s-3) 1144 0 0.00 1.00 1.00 't.40 1.00 1.40 0.00 1.00 0.73 1.40 0.500 3.00 2 N 8.00 2287 904 0.500 3.00 2 N 8.00 (EO. e-6) 2287 I 896 (EO. s-7) 21 0 .5X3.0 0.500 3.00 2 N 8.00 2.17 7.00 48.00 36.0 N 2.17 7.00 48.00 36.0 N 2.17 7.00 48.00 36.00 N 2.17 7.00 48.00 36.00 N 0.500 3.00 2 N 8.00 0.00 1.00 1.00 1.40 1.00 1.40 0.00 1.00 0.73 't.40 0.00 1.00 't.00 1.40 1.00 1.40 0.00 1.00 o.73 1.40 0.00 1_00 1.00 1.40 1.00 1.40 0.00 1.00 o.73 1.40 2.17 7.00 48.00 36.00 N 0.00 1.00 1.00 1.40 1.00 1.40 0.00 1.00 0.73 1.40 2.17 7.00 48.00 36.00 N 0.00 1.00 1.00 1.40 1.00 1.40 0.00 1.00 0.73 1.40 42.4 42.4 3836 5370 40950 0 0.40 2145 0.00% 304_5 220.5 6147 8666 17720 0.40 3467 0.610/o 0.01 42.4 42.4 3836 5370 40950 0 1.00 5370 0.00% 304.5 220.5 6',t47 8666 '17720 1.00 8666 o.010/6 0.00 42.4 42.4 3836 5370 40950 0 1.00 5370 0.00% 304.5 220.5 6147 8666 17720 1.00 8666 13.20vo 0.13 42.4 42.4 3836 5370 40950 0 1.00 5370 16.84V" 304.5 220.5 6147 8666 17720 1.00 8666 26.39% 0.26 42.4 42.4 3836 5370 40950 0 0.40 2148 0.00% 304.5 220.5 6147 8666 17720 0.40 3467 0.620/0 0.01 42.4 42.4 3836 5370 40950 0 1.00 5370 35.30% 304.5 220.5 6147 8666 't7720 1.00 8666 26.39'/o 0.62 o.62 (ENDWALL ANCHOR DESIGN GOVERNS AT THIS LOCATION) GS1310621 Calc ML1O85191127 Beisner 312412021 EndwallColumn Anchors .. Page F4 MAX. UNITY: usE --->ANCHORS IN 3.5 IN. DEEP HOLES Alliance Engineering of Oregon, lnc CONCRETE ANCHOR DESIGN PER ACI 3,I8.14. APPENDIX ''D" ANCHOR LOCATION: SIDEWALL OPENING JAMBS DESIGN LOADS AT ALLOWABLE STRESS LEVELS : D.L. SHEAR FORCE (LBS.), POSITIVE SHEAR CONCRETE ANCHOR MANUFACTURER AND TYPE: DEWALT'SCREW-BOLT+' ANCHOR (VALUES FROM ESR-3889 REPORT, EFF. THRU 11t2021) STEEL ANCHOR TENSILE STRENGTH:115000 Pst LOADS ARE TOWARD EDGE OF SLAB: D.L. TENSTON FORCE (LBS.): F.L.L. SHEAR FORCE (LBS.): F.L.L. TENSTON FORCE (LBS.): SL (RLL) SHEAR FORCE (LBS.): SL (RLL) TENSION FORCE (LBS.): WIND SHEAR FORCE (LBS.): WIND TENSION FORCE SEISMIC SHEAR FORCE SEISMIC TENSION FORCE (LBS.): (LBS.): (LBS.): 2500 N N 0 0 0 0 0 0 428 0 6 0 PSI A.C.I. SECTION 9.2 LOAD COMBINATIONS: ULT. SHEAR FORCE (LBS.), VU: uLT. TENSTON FORCE (LBS.), Tu: ANCHOR TYPE (diam. x lenothl: ANCHOR D|AM. (rN.): ANCHOR LENGTH (IN,): NUMBER OF ANCHORS: SPECIAL INSPECTION REQUIRED? EFFECTIVE EMBEDMENT: LOAD EDGE DISTANCE, cl: PERP. EDGE DISTANCE, c2: DEPTH OF CONCRETE EDGE: CRACKED CONCRETE CONDtTtON (Y/N)? e eccentricity (lN.) = psi [ec,N] ((Eqn. D-8)) = psi [ed,Nl ((Eqn. D-9, D-10)) = psi [c,Nl ((Sec. D.5.2.6)) = psi lcp,Nl (Eqn.D-11, D-12) = psi [c,P] (sec. D.5.3.6) = V eccentricity (lN.) = psi lec,Vl (Eqn. D-36) = psi [ed,Vl (Eqn. D-37, D-38) = psi [c,Vl (Sec. D.6.2.7)= ANo (lN'^2) = AN (lN ^2) = Nb (LBS ) = Ncbs (LBS ) = Ns (LBS ) = Npn (LBS.) -- SEISMIC TENSION DUCTILIry FACTOR: ONn (LBS') = Avc (lN'^2) = Avco (lN ^2) = vb (LBS ) = vcbg (LBS.) = Vs (LBS ) = SEISMIC SHEAR DUCTILITY FACTOR: OVn (LBs.l = MAX. UN|TY VALUE (EQNS. O.7.'t, D.7.2, D.7.3): (EO. e-2) (EO. e-3)(EO. e-4) 0 NORMAL WT. CONCRETE STRENGTH: ANCHOR TENSION REINFORCING PROVIDED? ANCHOR SHEAR REINFORCING PROVIDED? (Ea. e-5) 6 0 0.500 0.500 s-6)(EO (EO. e-7) 0 3.00 1 N 685 0 3.00 1 N 3.00 ,| N 685 0 3.00 1 N 343 0 3.00 1 N 6 0 0.5000.500 0.00 1.00 0.88 1.40 0.55 1.00 0.00 1.00 1.00 1.40 .5X3.0 0.500 3.00 ,| N 0.500 2.17 2.00 48.00 36.0 N 0.00 1.00 0.88 1.40 0.55 '1.00 0.00 1.00 1.00 1.40 2620 0.00% 18.0 18.0 939 1314 8860 1.00 2.17 2.00 48.00 36.0 N 0.00 1.00 0.88 1.40 0.55 1.00 0.00 1.00 1.00 1.40 0.00 1.00 0.88 1.40 0.55 1.00 0.00 1.00 1.00 't.40 2.'.tT 2.00 48.00 36.00 N 0.00 1.00 0.88 't.40 0.55 1.00 0.00 1.00 1.00 1.40 2620 0.000/o 18.0 18.0 939 1314 8860 1.00 0.00 1.00 0.88 1.40 0.55 1.00 0.00 1.00 '1.00 1.40 2620 0.00% 18.0 18.0 oao 't3't4 8860 '1.00 2.17 2.00 48.00 36.00 N 2.17 2.00 48.00 36.00 N 2.17 2.00 48.00 36.00 N 42.4 42.4 3836 2620 20475 0 1.00 42.4 42.4 3836 2620 20475 0 1.00 42.4 42.4 3836 2620 20475 0 1.00 42.4 42.4 3836 2620 20475 0 '1.00 42.4 42.4 3836 2620 20475 0 1.00 42.4 42.4 3836 2620 20475 0 1.00 2620 0.00% 18.0 '18.0 939 1314 8860 1.00 2620 0.00% 18.0 18.0 939 1314 8860 'L00 2620 0.00% 18.0 18.0 939 1314 8860 1.00 't3't4 0.00% 0.00 1314 26.07V6 o.26 1314 52.13Vo o.52 1314 0.43vo 0.00 1314 52.130A 0.52 1314 o.43Vo 0.00 MAX. UNIry: usE (OPENING JAMB ANCHOR DESIGN GOVERNS AT THIS LOCATION) GS1310621 Calc M11O85191127 Beisner 3t2412021 Sidewall Jamb Anchors - Page F5 36" Coverage 11 lq" 35/ro" 1 1 c 1ul " PBR.PANEL Alliance Engineering of Oregon, lnc ensedni0alren0e c0ndIeclrRele @ oN q! Eo(Le€N U) =o SECTION PROPERTIES Top in Compreaaion Bottom in Compr*eion lnward Load Outward Load Ga widrh ln Yleld ksi Weighi psf lxx inVft Sxx in5/ft lu inalfl Sxx ia'/ff 2'3'4'5',6'7 2'3'4'5'7'e, 0.0317 261 129 2126 A 22 36 36 36 50 50 80 0.84 1.O9 0.0367 0.0s60 0.0800 o_0367 o.o579 0.0860 0-0457 0.0633 o.0458 0.0613 0.0816 330 453 153 207 76 88 118 49 57 76 35 53 23 29 39 223 314 474 107 '145 217 62 83 124 40 53 80 2A 37 55 27 41 ALLOWA,BLE UNIFORM LIVE LOADS, psf For various fastener spacings lxx and Sxx ate eli'cctive section properties tbr dellectiol and bending. 2. AllowablcloadiscalculatcdinaccordanccwithAtSl 20l2spccificntionsconsidcringbcnding,shcaqcombincdbendingandshcaranddctlcction.Allou,ablc is not corrsideretl. 3. Dctlction consideration is lilDired by a maximurn dellcctio[ rrtio olL/l80 oispar. 4. Allorvahlc loads do nol inclutlc r I/3 strcss incrcasc fbr rvind. TESTING AND APPROVALS j-i*3nns##!.,F.,#"le= GS1310621 Calc M11O85191127 Beisner 3t24t2021 Roof & Wall Sheeting - Page P1 Alliance Engineering of Oregon, lnc SCREW CONNECTION DESIGN ds = Nominal screw diameter (in.) O 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.) 92 = 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) 91= 26 92= 12 t1 = 0.0179 t2 = 0.1 046 Fu1 = 80000 Fu2= 67000 Screw # = 12 ds (in.) = 0.216 WALL PANEL (PBR-Panel 26G) 91= 26 92= 14 t1 = 0.0179 12 = 0.0747 Fu1 = 80000 Fu2= 67000 Screw # = 12 ds (in.) = 0.216 ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS: l2ll1 = 5.84 Pns (eq. E4.3.1-4) = Allowable Shear per Screw (O Omega = 3.0): ALLOWABLE SHEAR BASED ON SCREW: Allowable Shear per Screw = Design Shear PGI Screw = 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 4.17 835 278 625 278 835 278 625 278 l2ll1= Pns (eq. E4.3.1-4\ = Allowable Shear per Screw = Allowable Shear per Screw = Design Shear per Screw = 919 537 179 860 GS1310621 Calc M11O85191127 Beisner 3t24t2021 Screw Capacities -- Page P2