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HomeMy WebLinkAboutStructural CalculationsSTRUCTURAL CALCULATIONS FOR: Charles Ellsworth Building 670 County Rd 266 s¡lt, co 81652 Job # MERE92826390 (50'wrDE x 100'LoNG BUILDING WITH 16'EAVE HEIGHT AND 3:12 ROOF PITCH) INDEX TO CALCULATIONS Sheet # M1, M2 A,I - AB A9 81,82 c1-c3 c4 F1-F5 P1. P2 Contents Design Parameters, Loadings Clearspan Frame Analysis & Design Frame Brace End Connections Lateral Force Res¡stance 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 Distributor: Silverline Structures Structural Engineering by: Metal Building Engineering, LLC Fountain lnn, SC 29644 engsupport@actbu ild ingsystems.com (p-\L- Ls 5642 Metal Building Engineering, LLC MArN BUTLDTNG FRAME WrDTH (ft.): OVERALL ENCLOSED BUILDING WIDTH (ft.): BUTLDTNG LENGTH (fi.): BUILDING FRAME EAVE HETGHT (fr.): BUILDTNG FRAME ROOF SLOPE (?/12): Corner Wall Zones (ft): Sidewall lnterior Zone (ft): MATERIAL SPECIFICATIONS : CONCRETE: 2500 psi (28-day Strength) CONCRETE REINFORCING: ASTM 4615, Grade 60 (Fy = 60,000 psi) STRUCTURAL BOLTS: ASTM 4325 METAL ROOF PANELS: ASTM 4653, Grade 80 (Fy = 80,000 psi min.) METAL WALL PANELS: ASTM 4653, Grade 80 (Fy = 80,000 psi min.) CEE AND ZEE COLD-FORMED STEEL: ASTM 4570, Grade 55 (Fy = 55,000 psi min.) PROJECT PARAMETERS SITE CLASS; RISK CATEGORY: GOVERNING CODES: -- 2018 lnternational Building Code (Load Combinations per 2018 IBC Section 1605.3.1) -- AlSl S100 (North American Specification for the Design of Cold-Formed Steel Structural Members) VERTICAL LOADS: DEAD LOADS: JOB INFORMATION: JOB NAME: Charles Ellsworth JOB ADDRESS: 670 County Rd 266 sitt, co 81652 JOB NUMBER: MERE92826390 ROOF LIVE LOADS: ROOF SNOW LOADS: 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: 50.00 50.00 100.00 16.00 3.00 10.00 80.00 METAL ROOF PANEL: PURLINS: MISC.: STEEL FRAMES: 1.0 1.0 2.0 1.0 psf psf psf psf 5.0 40 psf psf psf psf psf ROOF LIVE LOAD REDUCï|ON FACTORS (R1 x R2) DESIGN LIVE LOAD FOR CLEARSPAN FRAMES DESIGN LIVE LOAD FOR PURLINS AND OTHER ELEMENTS 0.65 13.0 20.0 50.0 1.00 1.00 1.00 1.00 45.0 45.0 psf psf MERE92826390 Ellsworth Calc Package 6t12t2023 Design Parameters -- Page M1 LATERAL LOADS: SEISMIC LOADS: Metal Building Engineering, LLC 0.28 0.33 G 'Cp t Gcpi 0.500 -0.605 -0.728 -0.590 0.000 -0 590 0.860 -0.245 -0.368 -0.230 0.085 -0.230 Ss: Fa: Srvrs= (F" x S") S¡"= (2/3) x Sr" R= REDUNDANCY FACTOR, ThO = SEISMIC IMPORTANCE FACTOR, le = Cs Eh=CsxWxrho= Eh (ASD) = Eh -.7 = ADDITIONAL ROOF SI{OW LOAD (psf): W =TOTAL SEISMIC DESIGN DEAD LOAD (lbs.) = LATERAL SYSTEM SEISMIC SHEAR EFFECT, Eh (lbs.) = SEISMIC DESIGN CATEGORY: .8xTs= Ta (sec ) = WIND LOADS: ULTII\4ATE \ JIND SPEED (mPh¡ = 115 EXPOSURE = C BUILDING ENCLOSURE TYPE: ENCLOSED Coefficient for Windward Wall Balloon¡ng: Coeffic¡ent for Leeward Wall Balloon¡ng: Coefficient for Windward Roof Upward Ballooning. Coeff¡cìent for Leeward Roof Upward Ballooning: Coefficient for Windward Roof Downward Ballooning: Coeffrcient for Leeward Roof Downward Ballooning: Coeffic¡ent for Windward Wall Deflation: Coeffic¡ent for Leeward Wall Deflat¡on: Coefficient for Windward Roof Upward Deflation: Coeff¡c¡ent for Leeward Roof Upward Deflat¡on: Coefficient for Windward Roof Downward Deflation: Coefficiênt for Leeward Roof Downward Deflation: Element Roof Purlins: Sidewall Girts: Endwall Girts: Endwall Columns: VELOCITY EXPOSURE COEFFICIENT, Kz = 0.890 WIND TOPOGRAPHICAL FACTOR, Kt = 1.000 WIND DIRECTIONALITY FACTOR, Kd = 0.850 GROUND ELEVATION FACTOR. Ke = 0.809 MEAN ROOF HEIGHT (ft.): 19.'13 ULTIMATE WIND PRESSURE (psf): 20.72 MAIN FORCE RESISTING SYSTEM (MFRS) DESIGN WIND PRESSURES (Perp. to Sidewall) 0.20 ULTIMATE WIND PRESSURE (psf): 1 0.36 4a Èa -1 5.08 _at )) 0.00 -t¿.¿¿ 17.82 _Ã ne -t.oz -4.76 1.76 -4.76 (ASCE 11 4.6) (ASCE 12.8.2.1) ALLOWABLE STRESS LATERAL SYSTEM W|ND FORCE PERP. TO SIDEWALLS, W (lbs.) = 12'100 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): 22.89 ALLOWABLE STRESS LATERAL SYSTEM WIND FORCE PERP. TO ENDWALLS, W (lbs.) = 5579 CLADDING AND COMPONENT ALLOWABLE STRESS DESIGN WIND PRESSURES: (pressure) (suct¡on) (suction) (suction) (suction) (pressure) (suction) (suction) (suction) (pressure) (suct¡on) GCn + Gcoi IFIELD)Pressures (psf) INWARD OUTWARD INWARD OUTWARÐ 0.504 1.016 1.025 0.934 -0.902 -1 116 -1.034 o.¿t 12.62 12.74 11.62 11 .21 13.87 13.98 12.86 (Based on ASCE 7-16, Chapter 12, using Site Class "D" and Risk Category "ll") 'Short'Period '1-sec. Per¡od PERP. TO SIDEWALL (TRANSVERSE) 0.342 0 522 0.348 5U 1.00 1.00 0.115 0.115 W 0.08 w 9.0 84900 6792 PERP. TO ENDWALL (LONGITUDINAL) 0.342 0.522 0.348 3.0 1.00 1.00 0.1 '15 0.115 W 0.08 w 9.0 84900 6792 51: E.,. e-UMI - c-uDl - PERP. TO SIDEWALL 0.077 0.1 85 0.123 3.0 1.00 1.00 0.041 0.041 w 0.028 w 9.0 84900 2377 PERP. TO ENDWALL 0.077 0.1 85 a.123 30 1.00 1.00 0.041 0.04'1 W 0.028 w 84900 2377 B MER892826390 Ellsworth Calc Package 6t12t2023 Design Parameters .- Page M2 Metal Building Engineering, LLC Cold Formed Steel Propertíes Label Joint Coordinotes GIps¡]Nu Therm(/1E5 F)Dens¡tyllbÆt^3I Yield[psi] Fulpsi] 700000.3 490 550001295000651 1300025 Label xtftl Ylft] 1 C1B 1.333 0.000 2 C1T 1.333 14.788 C2B 48.669 0.000 4 c2ï 48.669 14.788 5 APX 25.401 20.705 6 oH1 -1.000 14.245 7 oH2 51.002 14.205 R KB1 B 1.333 9.600 KBlT 6.000 4Ã ôÃÃ 10 KBzB 48.669 9.600 11 KB2T 44.002 15.955 12 ABA 16.668 18.622 '13 ABB 33.334 18.622 Member Primary Døtø Label lJoint JJoint Type DesignL¡st Material Des¡gnRules Member Advonced Dato CF STL TypicalC1T2-2Oinx 5in 10G CEE-BB Beam CSIC,I ClB Beam CS CF STL r ylrrJdì2C2Bw¿t 2-2}inx Sin 10G CEE-Bts TvpicalC1T2-2]inx 5in 10G CEE-BB Beam CS CF STL3oH1oHl Beam CS CF STL Typical4oH2o\z c21 2-20inx 5in 10G CEE-BB Beam CS CF STL TypicalÃKB1KB1 B KBlT 2-'iOin x 4in 14G CEE-BB Beam CS CF STL Typical6KBzKB?B KB2T 2-1Oin x 4in 14G CEE-BB Beam CS CF STL ïypical7ABABAABB2-'1Oin x 4in 14G CEE-BB CS CF STL TypicalILR1C,1T APX 2-2}inx Sin 10G CEE-BB Beam Beam CS CF STL Typical9LR2CzTAPX2-2oinx 5in 10G CEE-BB Låbel I Release J Release lOfrset[ft]J Offsetútl 7tc Physical Cold Formed Steel Design Pdrsmeters 0.000 Yes1C1PIN0.000 PIN 0.000 0.000 Yes2C2 Yes?oH'1 0.000 0 000 0.000 0.000 Yes4oH2 PIN PIN 0.000 0.000ÃKB1 0.000 0.000þKB2PINPIN PIN 0.000 0.0007ABPIN 0.000 YesC]LR1 PIN 0.742 o.742 0.000 YesôLR2PIN Label Length[ft] Lb-outftl Lb-inftl Lcomp topftl Lcom K-out K-in Cm Out sway ln sway 5.334 0.8 1 Yes1C12-2jinx Sin 10G CEE-BB 14.788 5.334 Yes14.788 5.334 5.334 0.8 12C22-20inx Sin 10G CEE-BB 0.8 1 Yes3oH12-20inx Sin 10G CEE-BB 2.405 0.8 1 Yes4oH22-2jin x 5in 10G CEE-BB 2 405 7.884ÃKB12-1Oin x 4in 14G CEË-BB 6 KB2 2-'lOin x 4in 14G CEE-BB 7.884 IO.OOO7AB2-ljin x 4in 14G CEE-BB M8RE92826390 Ellsworth Calc Package 6t12t2023 Clearspan frame -- Page A2 Metal Building Engineering, LLC Cold Formed Steel Design Parameters (contínued) 24.396 4.925 14.834 4.925 o.8l 1 Yes8LR12-20inx 5in 10G CEE-BB 0.81 1 Yes9LR22-20inx Sin 10G CEE-BB 24.396 4.925 4.925 14.834 Label Basic Load Cases Shape Lengthlft] Lb-outlft] Lb-¡n[ft] Lcomp K-out K-in Cm Out sway ln sway BLC Descr¡ption Câtegory Joint Point Distributed 1 Roof Dead DL 0 0 4 2 Roof Snow SL 0 0 4 ó Roof Live RLL 0 0 4 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 10 I Wind To Right - Upward Deflation oL2 0 0 10 o Wind To Right - Downward Balooning oL3 0 0 6 10 Wind To Right - Downward Deflation oL4 0 0 't0 11 Wind To Left - Upward Balooning oL5 0 0 10 12 Wind To Left - Upward Deflation oL6 0 0 '10 13 Wind To Left - Downward Balooning oL7 U 0 A 14 Wind To Left - Downward Deflation oL8 0 0 10 15 Earthquake+None U 0 o 16 Earthquake-None 0 0 6 Member Distributor Loads (BLC 7: Roof Dead) Member Label Direct¡on Start Member Distributor Loods (BLC 2 : Roof Snow) End Magllbfftl Start Loclff%]End Loc[fVolo] 1 oH1 -s5.000 -55.000 0.000 2.405 -55.000 0.000 2.4452oH2-55.000 3 LR1 -55.000 -55.000 -0.000 24.396 -55.000 -0.000 24.3964LR2Y-55.000 Member Label Direct¡on Start Magflb/ft]End Magllb/ft]Start Locltl%l End LoclfVo/ol 1 oH1 -480.220 -484.220 0.000 2.405 t oH2 -480.224 -480.220 0.000 2.405 3 LR1 -480.220 -480.220 -0.000 24.396 4 LR2 -480.220 -48A.220 -0.000 24.396 Member Distributor Loods (BLC 3 : Roof Live) -138.730 0.000 2.405IoH1-138.730 2 oH2 -138.730 -138.730 0.000 2.405 -0 000 24.396?LR1 -138.730 -138.730 -'138,730 -138.730 -0.000 24_3964LR2 Member Label Direction Start Magüb/ru End Magilb/ft1 Start Locfy%l End MERE92826390 Ellsworth Calc Package 6t12t2023 Clearspan frame -- Page A3 Metal Building Engineering, LLC Member Distributor Loods (BLC 7 : Wind To Right - Upword Balooninq) Member Label Direction Start Magilb/ft]End MasllbÆtj Start End LoclfU%l Member Ðistributor Loøds (BLC 8 : Wind To Risht - Upward Deflation) '114.390 0.000 14.7881C1X114.390 14.788Xi38.111 138.411 0.000¿c2 -70.678 0.000 2.405JoH1X-70.678 2.405282.711 282.711 0.0004oH1 32.715 0.000 2.405E.oH2 X 32.715 2.405130.861 130.861 0.000ooH2 -40.387 -0.000 24.3967LR1X-40.387 161.549 161.549 -0.000 24.396ILR1 -0.000 24.396ILR2X32.715 32.715 130.861 130.861 -0.000 24.39610LR2 Member Label Direction Start Magflb/ft]End Member Distributor Loøds (BLC 9 : Wind To Right - Downward Balooning) Start LocffVo/ol End Loc[fU%] 196.750 0 000 14.7881C1X196.750 14.788C2X56.051 56.051 0.000 -35.721 0.000 2.445JoHlX-35.721 2.4454oHlY142.883 142.883 0.000 12.740 0.000 2 4055aH2X12.740 50.959 50.959 0.000 2.4056oH2 -20.412 -0.000 24.3967LR1X-24.412 81.648 81.648 -0 000 24.3968LR1 12.740 -0.000 24,396oLR2X12740 50.959 50.959 -0.000 24.39610LR2 Member Label Direct¡on Start Magllb/ftl End Magilb/ft1 Member Distributor Loads (BLC 10 : Wind To Right - Downward Deflation) Stârt End Loclfv%l 1'14.390 0.000 14.788IC1X114.390 14.7882c2X138.411 138.411 0.000 32.715 0.000 2.445aoH2X32.715 130.861 '130.861 0.000 2.4054oH2 -0.000 24.396ÃLR2X32.715 32.715 130.861 130.861 -0.000 24.3966LR2 '196.750 0.000 14.7881c1X'196.750 14.788C2X56.051 56.051 0.0002 4.719 0.000 2.445oH1X4.719 -18.877 -18.877 0.000 2.4054oH1 0.000 2.405Ã.oH2 X 12.740 12.740 50.959 50.959 0.000 2.405oH2 24.3967LR1X4.719 4 719 -0.000 -18.877 -0.000 24.396ILR1-18.877 X 12.740 12.740 -0.000 24.396ILR2 -0.000 24.39610LR250.959 50.959 Member Label D¡rêction Start Magflb/ftl End Magflb/ft]End Loc["V96] MERE92826390 Ellsworth Calc Package 6t12t2023 Clearspan frame -- Page A4 Metal Building Engineering, LLC Member Disttibutor Loøds (BLC 17 : Wind To LeÍt - Upward Baloonins) Member Label Direction Start lllagllbfftl End Magflbfftl Start Loc[fU%l End LocffVo/ol 1 C1 X -138.411 -138.411 0 000 14.788 2 -i 14.390 -114.390 0.000 14.788 3 oH1 X -32.715 -32.715 0.000 2.405 4 oH'1 130.861 130.861 0.000 2.405 5 oH2 X 70.678 70.678 0 000 2.405 o oH2 282.711 282.711 0.000 2.405 7 LR1 X -32.715 -32.715 -0.000 24.396 R LRl 130.86'1 130.861 -0.000 24.396 v LR2 X 40.387 40.387 -0.000 24.396 10 LR2 161.549 161.549 -0.000 24.396 Member Ðistributor Loøds (BLC 72 : Wind To Left - Upward DeflotÍon) 'Member Label Direction Siart Magllbfftl End Magilb/ftl Start LocFU%l End Member Distr¡butor Loads (BLC 73 : Wind To Left - Downwørd BøloonÍng) -56.05'l 0.000 14.7881UIX-56 051 -196.750 -196.750 0.000 14.7882C2 0.000 2.405oH't X -12740 -12.740 50.959 50.959 0.000 2.4054oH'1 2.4055oH2X35.721 35.721 0.000 142.883 0.000 2.405oaH2142.883 24.396LR1X-12.740 -12 740 -0.000 50.959 -0.000 24.396ILR150.959 24.396ILR2X20.412 20 412 -0.000 81.648 -0.000 24.39610LR281.648 Member Label Direction Start Magllb/fq End Mag[b/ftl Start End LoclfV%l Member Distributor Loads (BLC 74: Wind To Left - Downward DeÍlation) -138.41 1 0.000 14.7881c1X-138.411 X -114.390 -114.390 0.000 14.7882C2 0.000 2.405DoH1X-32.715 -32.715 130.861 130.861 0.000 2.4054oH1 -0.000 24.396Ã,LR1 X -32.715 -32.715 130.861 -0.000 24.3966LR1130.861 0.000 14.7881C,1 X -56.051 -56.051 -196.750 -196.750 0.000 14.78821.)X 2.405oH1X-12.740 -12.740 0.000 50.959 0.000 2.4054oH'l 50.959 X -4.719 -4.719 0.000 2.405ÃoH2 -18.877 0.000 2.445ooH2-18.877 -12.740 -12 740 -0.000 24 3967LR1X -0.000 24.396ILR150.959 50.959 -4.719 -0.000 24.396ILR2X-4.719 -18.877 -18.877 -0.000 24,39610LR2 Direct¡on Start tulagflbfitl End Mag|b/ft1 Start Locfv%l End MER892826390 Ellsworth Calc Package 6t12t2023 Clearspan frame -- Page A5 Metal Building Engineering, LLC Member Distr¡butor Loads (BLC 75 : Earthquake+) Member Label Direction Start Magllbftl End Maglbfitl Start End Loclfv%l 1 c1 X 14 665 14.665 0.000 14.788 2 c2 X 14.665 14.665 0.000 14.788 J oH'1 X 51.328 51.328 0.000 2.405 4 oH2 X 51.328 51.328 0.000 2.405 Ã LR1 X 51.328 51.328 -0.000 24.396 6 LR2 X 51.328 51.328 -0.000 24.396 Member D¡stributot Loads (BLC 76: Eorthquqke) Member Label Load Combinatíons Direction Stan MagllbiftI End b/ft1 Start Locfv%l End LocffU%l -14.665 0.000 14.7881c'1 X -14.665 0.000 14.7882C2X-14.665 -14.665 -51 328 0.000 2 405?oH1 X -51.328 2.405X-51.328 -51.328 0.0004oH2 -51328 -0.000 24.396tLR1X-51.328 24.396X-51.328 -51.328 -0.000bLR2 I DL ONLY DL 1 2 FLL ONLY LL 1 tBc 16-9 DL 1 LL 1 4 IBC 16-10 (a)DL 1 RLL 1 rBC 16-10 (b)DL 1 SL 1 6 IBC 16-11 (a)DL 1 LL 0.75 RLL 0.75 7 rBc 16-11 (b)DL I LL 0.75 SL o.75 I IBC 16-12 (a) 1 DL 1 oL1 0.6 I tBC 16-12 (a) 2 DL 1 oL2 0.6 10 IBC 16-12 (a) 3 DL 1 oL3 0.6 11 IBC 16-12 (a) 4 DL 1 oL4 0.6 12 IBC 16-12 (a)5 DL 1 oL5 0.6 13 IBC '16-12 (a) 6 DL 1 oL6 0.6 14 IBC 16-12 (a) 7 DL I oL7 0.6 15 IBC 16-12 (a) 8 DL I oL8 0.6 16 rBc 16-12 (b) 1 DL 1 15 0.7 1a rBC 16-12 (b) 2 DL 1 16 o.7 18 IBC 16-13 (a) I DL 1 LL o.75 RLL 0.75 oL1 0.45 19 IBC 16-13 (a)2 DL 1 LL o.75 RLL 0.75 oL2 045 20 IBC 16-13 (a)3 DL 1 LL o.75 RLL 0.75 oL3 0.45 21 IBC 16-13 (a)4 DL 1 LL 0.75 RLL 0.75 oL4 0.45 22 tÉu 'rþ-'rJ (a) þ UL 1 LL 0.75 RLL o.75 oL5 0.45 aa IBC 16-13 (a) 6 DL 1 LL o.75 RLL 0.75 oL6 0.45 24 IBC 16-13 (a) 7 DL 1 LL 0.75 RLL 0.75 oL7 0.45 25 IBC 16-13 (a) I DL 1 LL 0.75 RLL 4.75 oL8 0.45 ¿ö rBc 16-13 (b) 1 DL 1 LL 0.75 SL 075 oL1 0.45 a7 rBC 16-13 (b) 2 DL 1 LL 075 SL 0,75 oL2 0.45 28 rBc 16-13 (b) 3 DL 1 LL 0.75 SL 0.75 oL3 045 29 rBc 16-13 (b) 4 DL 1 LL 0.75 SL o.75 oL4 0.45 30 rBc 16-13 (b)5 DL 1 LL o.75 SL o.75 oL5 0.45 31 rBc 16-13 (b) 6 DL 1 LL 0.75 SL 4.75 oL6 0.45 32 rBC 16-13 (b)7 DL 1 LL 0.75 SL 0.75 oL7 0.45 JJ rBC 16-13 (b) I DL 1 LL o.75 SL 0.75 oL8 0.45 Descr¡ption PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor MERE92826390 Ellsworth Calc Package 6t12t2023 Clearspan frame -- Page A6 Metal Building Engineering, LLC Loød Co mbin ations (conti n ued ) Descr¡ption E nvelo pe Joi nt Rea ctio ns PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor 34 IBC 16-14 (a) 1 DL 1 LL 0.75 SL 0.75 15 0.525 35 IBC 16-14 (a) 2 DL 1 LL 0.75 SL U./iJ 16 0.52s 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 u.b oL5 0.6 41 IBC 16-15 (a)6 DL 0.6 oL6 0.6 42 IBC 16-15 (a) 7 DL 0.6 oL7 0.6 43 IBC 16-15 (a)8 DL 0.6 oL8 0.6 44 IBC 16-16 (a) 1 DL 0.6 '15 o.7 45 IBC 16-16 (a) 2 DL 0.6 16 0.7 Joint Envelope Member Section Forces xtrbl LC Ytrbl LC Momentfft-lbl LC 1 C,lB max 5599 5 13947 5 0 38 2 c1B min -1509 36 -2A26 36 -0 16 J C2B max '1509 40 13947 5 0 31 4 c2B min -5599 5 -2026 40 -0 16 5 Total max 2754 42 27894 5 0 35 6 Total min -2754 10 -3027 36 -0 16 1 c'1 I max 13947 5 5599 Ã 0 38 2 I mln -2426 36 -1509 36 -0 16 C1 2 max 3184 3B 2361 36 0 44 4 2 mrn -8428 35 -10362 5 -0 35 5 C2 1 max 13947 Ã 1509 40 0 31 6 1 mrn -2026 40 -5599 5 -0 16 7 C2 z max 3184 42 1 0362 0 38 I 2 min -8428 34 -2361 40 -0 31 o oH1 1 max 0 14 0 24 0 35 10 I min -0 29 -0 39 -0 44 11 oH1 2 max 65 44 1249 Ã 1502 Ã 12 2 min -312 5 -344 36 -413 36 13 oH2 1 max 0 34 0 34 0 16 14 1 m¡n -0 45 -0 41 -0 45 15 oH2 2 max 65 45 344 40 1502 E 16 2 mtn -312 5 -1249 5 -413 40 17 KB1 1 max 26962 Ë 0 42 -0 1 18 1 mtn -4824 36 -0 34 -0 1 19 KB1 2 max 26962 5 0 42 rì 34 20 2 min -4824 óþ -0 34 -0 42 21 KB2 I max 26962 5 0 35 -0 1 22 1 min -4824 40 -0 38 -0 1 23 K,Bz 2 max 26962 Ã 0 35 0 38 24 2 min -4824 40 -0 38 -0 35 25 AB I max 1'169 40 0 10 -0 I 26 I mtn -17736 5 -0 42 -0 I 27 AB 2 max '1169 40 0 10 0 42 Member Axialllbl LC Shear|bl Momeni[ftlb] MERE92826390 Ellsworth Calc Package 6t12t2023 Clearspan frame -- Page A7 Metal Building Engineering, LLC Envelope Member Section Forces (continued) Member Sec Axialilbl AISI 5700-76 : ASD Cold Formed Steel Code Checks Shearllbl LU Momentlft-lbl LC 28 mtn -17736 5 -0 42 -0 '10 ?o LR1 I il td^¿t vv 3B 6826 35 +rJ JO 30 1 mtn -12252 5 -2503 38 -1s02 Ã 31 LR1 2 max 22638 5 5659 5 0 JO J¿a mtn -2314 JO -1041 42 -0 5 33 LR2 1 max 2790 42 2503 42 413 40 34 1 min -12252 5 -6826 34 -1502 5 35 LR2 2 max 22638 5 1041 38 0 4A 36 2 min -2314 40 -5659 5 -0 5 Member Shape H1.2-1 Check AlSl 5700-76: ASD Cold Formed SteelAllowable Member Load Loclftl LC H2-1 Check Loclftj LC 1 C1 2-20inx Sin 10G CEE-BB 0.82 9.600 2 0.69 9.600 4 2 C2 2-2Oin x Sin 10G CEE-BB 0.82 9.600 3 0.69 9.600 4 J KB1 2-1Oin x 4in 14G CEE-BB 0.98 7,883 I 0.00 a aaa 1 4 KB2 2-1Oin x 4in 14G CEE-BB 0.98 7.883 1 0.00 7.883 1 5 AB 2-1Oin x Ain 14G CEE-BB 0.10 16.665 1 0.00 16.665 1 6 LR1 2-2Ûinx 5in 10G CEE-BB 0.64 15.806 I 0.31 15.806 I 7 LR2 2-21inx Sin 10G CEE-BB 064 15.806 o 0.31 15.806 8 Memþer Shape Pn/Omllbl Tn/Omflbl Mn/Omilb-ft] Cb Cm I c'l 2-2jinx Sin 10G CEE-BB 77405 260058 89323 1 1 2 C2 2-20inx Sin 10G CEE-BB 77445 260058 89323 1 1 a KB1 2-lOin x 4in 14G CEE-BB 27385 81013 13737 1 1 4 KB2 2-1Oin x 4in 14G CEE-BB 27385 81013 13737 1 I 5 AB 2-1Oin x 4in 14G CEE-BB 11945 810'13 7943 1 1 6 LR1 2-20inx Sin 10G CEE-BB 77119 260058 89323 I 1 7 LR2 2-20inx 5in 10G CEE-BB 77119 260058 89323 1 1 MERE92B26390 Ellsworth Calc Package 6t12t2023 Clearspan frame -- Page A8 Metal Building Engineering, LLC FRAME BRACE END SCREW CONNECTION DESIGN Brace results apply at Frames 2-10 Gable Frame Columns: Double 20in x 5in 10G CEE Gable Frame Rafters: Double 20in x 5in 'l0G CEE Gable Frame Typ. Knee Braces: Double 10in x 4in 14G CEE Gable Frame Apex Braces: Double '1 0in x 4in 14G CEE Knee Brace Vert. lntersection Dimension per Detail N2 (fL.l: '10' - 0 3i8" Knee Brace Horiz. lntersection Dimension per Detail Al2 (ft.): 3' - 8 114' Apex Brace Horiz. lntersect¡on Dimension per Detail B/2 (ft'): 6' - 6 314" Screw Size: #14 Ultimate Single Shear Screw Strength (lbs.): 2450 0= 2.5 n Screws R3d (group effect factor) V single screw (lbs.) P (design allowable, lbs.) Knee Brace Apex Brace 27 17 0.62 0.65 511 530 13784 9004 MAX. KNEE BRACE FORGE (lbs.): 13481 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 maierial bearing (lbs.): 3400 (tNSTALL (27)#14 SCREWS AT EACH END OF EACH KNEE BRACE) (INSTALL (17) #14 SCREWS AT EACH END OF EACH APEX BRACE) db = 0.563 91=14 t1 = 0.07 Ølzl al ÉIzl MAX. APEX BRACE FORCE (lbs.): 8868 FRAME BRACE END ALTERNATE BOLT CONNECTION DESIGN Fu = Tensile strength of connected part (psi) Fy = y¡eld strength of connected part (psi) db = Nominal bolt diameter (in.) g1 = Nominal gauge of thinnest connected part (in.) i1 = Thickness of thinnest connected part (in.) Pn = Nominal bearing strengih per bolt (lbs.) Bolt Grade: 4325 Allowable shear based on 4325 bolt in shear (lbs.): 5219 Allowable Shear on Each Bolt (lbs.): 3400 . MAX. KNEE BRACE FORCE (tbs.): 13481 (usE MlN. (4) e/16" DIAM A325 BOLrS AT EACH END OF EACH KNEE BRACE) . MAX. APEX BRACE FORCE (lbs.): 8868 (usE MrN. (3) 9/16" D|AM 4325 BOLTS AT EACH END OF EACH APEX BRACE) MERE92826390 Ellsworth Calc Package 6t12/2023 Brace End Conn's. -- Page A9 Metal Building Engineering, LLC LATERAL FO E RESISTANCE DIAPHRA GM ANALYSIS Reports verifying diaphragm capacity available upon request 'ENDWALL A'TOTAL SHEAR FORCE, ASD, LBS.: PANEL #: PANEL WIDTH (ft.): PANEL WIDTH RELATIVE STIFFNESS: HEIGHT (ft.): MAX. PANEL SHEAR FORCE, ASD (IbS.): PANEL SHEAR, ASD (plf): ALLOWABLE PANEL SHEAR, ASD (Plf): MAX. BASE OF PANEL UPLIFT, UNFACTORED (lbs.): D.L. TRIB. TO END OF PANEL, UNFACTORED (lbs.): BASE OF NET PANEL UPLIFT, ULT (lbs.): PANEL EDGE CONCRETE ANCHOR: ,ENDWALL B'TOTAL SHEAR FORCE, ASD, LBS.: PANEL #: PANEL WIDTH (ft.): PANEL WIDTH RELATIVE STIFFNESS: HEIGHT (ft.): MAX. PANEL SHEAR FORCE, ASD (lbs.): PANEL SHEAR, ASD (plf¡: ALLOWABLE PANEL SHEAR, ASD (Plf): MAX. BASE OF PANEL UPLIFT, UNFACTORED (lbs.): D.L. TRIB. TO END OF PANEL, UNFACTORED (lbs.): BASE OF NET PANEL UPLIFT, ULT (lbs.): PANEL EDGE CONCRETE ANCHOR: .SIDEWALL A'TOTAL SHEAR FORCE, ASD, LBS. PANEL # PANEL WIDTH (ft.) PANEL WIDTH RELATIVE STIFFNESS HEIGHT (ft.) MAX. PANEL SHEAR FORCE, ASD (IbS.) PANEL SHEAR, ASD (plf) ALLOWABLE PANEL SHEAR, ASD (Plf) MAX. BASE OF PANEL UPLIFT, UNFACTORED (lbs.): D.L. TRIB. TO END OF PANEL, UNFACTORED (lbs.): BASE OF NET PANEL UPLIFT, ULT (lbs.): PANEL EDGE CONCRETE ANCHOR: ANCHOR ALLOWABLE TENSION, tÞNn (lbs.): ISHEETING DIAPHRAGM ACTION USED46s ìo nrs¡sr LoAD) 123 14.58 14.83 14.58 212.7 220 212.7 16.00 20.40 16.00 155 160 155 11 11 11 169 169 169 OK OK OK 283 366 283 911 1082 911 000 N/A, NO NET PANEL UPLIFT (SHEETING DIAPHRAGM ACTION USED46e ìo nrstsr LoAD) 123 14.58 14,83 14.58 212,7 22A 212.7 16.00 20.40 16.00 1s5 160 155 11 11 11 169 169 169 OK OK OK 283 366 283 911 1082 911 000 N/A, NO NET PANEL UPLIFÏ ISHEETING DIAPHRAGM ACTION USED3370 ìo nrsrsr LoAD) 1234 9.00 10.00 10.00 9.00 81 100 100 81 16.00 16.00 16.00 16.00 754 931 931 754 84 93 93 84 179 179 179 179 OK OK OK OK 1849 2055 2055 1849 594 660 660 594 1493 1659 1659 1493 1l2in x 5in DeWALT 'Screw-Bolt+' Anchor 5167 5167 5167 5167 OK OK OK OK MERE92826390 Ellsworth Calc Package 6t1212023 Lateral Force Resistance -- Page 81 Metal Building Engineering, LLC 3370 (SHEETTNG DIAPHRAGM ACTION USED TO RESTST LOAD)'SIDEWALL B'TOTAL SHEAR FORCE, ASD, LBS.: PANEL #: PANEL WIDTH (ft.): PANEL WIDTH RELATIVE STIFFNESS: HEIGHT (ft.): MAX. PANEL SHEAR FORCE, ASD (lbs.): PANEL SHEAR, ASD (plf): ALLOWABLE PANEL SHEAR, ASD (Plf): MAX. BASE OF PANEL UPLIFT, UNFACTORED (lbs.): D.L, TRIB. TO END OF PANEL, UNFACTORED (lbs.): BASE OF NET PANEL UPLIFT, ULT (lbs.): PANEL EDGE CONCRETE ANCHOR: 1 100.00 1 0000 16.00 3370 34 179 OK 744 6900 0 N/A, NO NET PANEL UPLIFT PANEL #: PANEL W|DTH (ft.): PANEL WIDTH RELATIVE STIFFNESS: HETGHT (ft.): MAX. PANEL SHEAR FORCE, ASD (lbs.): PANEL SHEAR, ASD (plf): ALLOWABLE PANEL SHEAR, ASD (plf): REACTION AT PANEL END, ASD: 'ROOF'TOTAL SHEAR FORCE, ASD, LBS.: 2053 (SHEET|NG DTAPHRAGM ACTION USED TO RESTST LOAD) 1 100.00 1 0000 aE a1¿J.t I 2053 21 177 OK 543 MERE92826390 Ellsworth Calc Package 6t12t2023 Lateral Force Resistance -- Page 82 ROOF PURLIN DESIGN MEMBER SIZE USED.> SPAN (fr.): DOWNWARD LOAD TRIB. WIDTH (fl.): DoWNWARD DISTRIBUTED LOAD (lbs.ft.): UPWARD LOAD TR¡8. WIDTH (fI,): UPWARD DISTRIBUTED LoAD (lbs.fft.): DESIGN DOWNWARD BENDING MoMENT, Mu (ft.-lbs.): DESIGN DoWNWARD END SHEAR (lbs.): DËSIGN UPWARD BENDING MOMENT, Mu (ft.ibs.): DESIGN UPWARD END SHEAR (lbs.): PURLIN BRACING LOCATIONS: INSIDE FLANGE UNBRACED LENGTH (FÏ.): (lvln values from NASPEC Secl¡on C3.1) -> +Mn allow (fl.lbs.): -¡rn âllow (fl.-lbs.): DOWNWARD DEFLECTION (iN,): UPWARD DEFLECTION (in.): MERE92826390 Ellsworth Calc Package Metal Buitding Engineer¡ng, LLC 6t12t2023 Roof Pur¡¡ns - Page C1 ain x 2.12512.375i^ 12G ZEE o m o o m N 6 o o46 600 15.58 5.6715 58 6.00 15.58 6.005.67 6.00 4.92 4.92 4.924.92 235234 4.92 45 45 4545 17641 569 704 704 341 4.92 235 479 216 4.92 45 1573 663 479 4.92 341 4.92 45 1764 704 492 4m 4.92 4.92 4.92 4.92 4.92 1429 1 1897 4.92 2300 354 11a97 '182S 2300 1764 704 3412300 354 1 1897 '1829 2300 354 4.92 45 15.5815.58 6.0015.58 6.00 6.00 15.585.33 6.00 13488 13158 13488 12492 13488 24't4 '13488 12492 13444 2414 13488 12492 13488 2414 13488 12492 13488 2414 13488 I 3158 OK OK OKOKOKOKOKOKOK o.79 o.79 001 0.010.01 0.010.01 0.01 0.79 u1 0.15 0.150.15 0o.0 00.00 0.00 x 3.5in 14G Sl.ui WALL GIRT DESIGN GIRT BMCING LOCATIONS: INSIDE FLANGE UNBRACED LENGIH (FT ([4n values from NASPEC Secùon C3.1) +tv,ln allow (ft.fbs.): INWARD DÉFLECTION (in.): OUTWARD DEFLECTION MERE92826390 Ellsworth Calc Package Metaf Building Engineering, LLC 6t12t2023 ENDWALL'B'GIRT DESIGN E 6 4 't1.42 11.42 5_56 11.12 11.42 5.56 11.42 11.42 5.56 11.42 11.42 5.56 71 71 11 11 78 78 78 78 440 405 405 140 2222 2116 2116 2222 483 444 444 483 M/S ¡/s ¡,4/S 5.71 lvlS 5.715715.71 4718 471A 4718 471A ¿1S ¿3S 4336 4336 OK OK OK OK 0_23 0.23 0.23 0.23 = 1u577\ = (u57î = (u57n = lu57n o .26 0 26 0 .26 0.26 = (t t526\ = (Lt526\ = 1115261 = 1U526) MEMAÉR SIZE USED BAY WDTH (ft.): MAX, GIRT SPAN (ff,): TRIB. WDTH (ft.): ¡NWARD DISTRIBUTED LOAD (lbs./fr .): OUÍWARD OISTRIBUTED LOAD (lbs.lft.): DESIGN INWARD BENDING MoI¡ENÌ. Mu (fr. lbs.): DESIGN INWARD END SHËAR 9ESIGN oUIWARD BENDING MOt\rENl, lvu (ft.lbs.): DESIGN OUÍWARD END SHEAR GIRT BRACING INSIDE FLANGE UNARACED LENG]'H (FT (Mn values from NASPEC S€don C3.1) INWARD DÊFLECIION OUTWARD DEFLECTION MEIr|BER SIZE USED '.> BAY WIDTH (fr.): MAX, GIRf SPAN (fr.}: TRrB. WD'rH (ft.): INWARD DISTRIBUIED LOAD (lbs./ft.): OUIWARD DISTRIBUTED LOAD (lbs./ft.): DESIGN INWARD BENDING [,4oMÉNT, Mu (ft.-lbs.): DESIGN INWARD END SHEAR (lbs.): DESIGN OU-IWARD BENDìNG MOMENT, Mu (ft.lbs.): DESIGN OUTWARD ËND SHEAR (lbs.): Wall Girts: Page C2 SIDEWALL'A' ANO'g' GIRT DESIGN ìin x 2.12512.37 sin 16G ZEE o 6 * @ o * 6 o o ó ó 67 74 6.00 6.00 533 74 74 74 3598 539 202 3952 592 222 71 67 67 506 222 202 214 522 6.00 6.005.67 6.00 16.0016.00 16.00 16.00 6.00 16.00 5.67 1/3 PfS. 5.33 1/3 PTS. 5.33 1i3 PTS. 533 1 /3 PTS. 6.00 5.675.67 6.00 6.00 6.00 4718 4336 4718 ¿3S 4718 4336 4718 4336 4718 4336 4718 4336 4718 4336 4718 4336 4718 4336 4718 43S OK OKOKOKOK ENDWALL'A'GIRf DESIGN o ú&a x 11.42 11.42 5.56 11.42 11.42 5.56 11.42 11.12 5.56 11.42 11.42 5.56 71 71 71 71 7A 78 78 78'-2o:¿---1g28- 1928 20æ 440 405 405 440 222 2116 2116 2222 483 444 444 483 M/S ¡¡/s 571 5.71 [,]/S 5.71 t!,t/s 5.71 4336 4336 4336 433€ OK OK OK OK 4718 471a 4718 4718 0.23 0.23 0.23 0.23 .lu57n =(U577\ =(u577\ =(U577) 0.26 026 0.26 026 = tt t526\ = tLl526\ = lU52ð = 1U526) ENlWALLtqtu_MN lEslgN LOCATION: COLUNTN #: END BAY (Y/N?): DISTANCE FROM BLDG. CORNER: BAY WDTH TO SIDE 1 (ft.): BAY WDTH TO SIDE 2 (ft.): MAX. ENDWALL COLUMN HT, (ft,): MAX. TRIB. WDfH (ft.): MAX. DISTRItsUiED LOAD (PlÐ: MAX DESIGN MOMENT, with Of = 1.67 (ft.-lbs.): V hÕriz. (lbs ): # OF #14 TOP END CONN. SCREWS: COMPOSITE DESIGN (Y/N)? ENDWALL COLUMN MEI\,îBER *> DESIGN SECTION --> FLYBRACING ELEV, (ft,): INSIDE FLANGE UNBRACED LENGTH (FT.): (Mn values from NASPEC Sectìon C3.1) --> +Mn allow = -l\rn allow = DEFLECTION: DEFLECTTON (L/?): LOc4IIeN: COLUMN #: END BAY (Y/N?): DISTANCE FROM BLDG. CORNER: BAY WDTH TO SIDE 1 (ft.): BAY WDfH TO SIDE 2 (ft.): MAX, ENDWALL COLUMN HT. (ft.): MAX. TRIB. WIDTH (ft.): MAX. DISTRIBUTED LOAD (PIÐ: MAX DESIGN MOMENT, with Of = 1.67 (ft.-lbs.): V hor¡z. (lbs.): # OF #14 TOP END CONN. SCRÉWS: 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 = -lMn allow = DEFLECTION: DÊFLECÍrON (U?): Metal Building Eng¡neering, LLC ENDWALL'A' (LÊFT ENDWALL) 1-2 3-4 N 13.58 13 58 25.00 11.42 36.42 11.42 11.42 1A 71 1't.42 21.56 1 3.58 18.71 11.83 11.42 1 1.83 la¿ 111J8 '1423 14249 1583 1't118 1423 4 N 4 N 4 N Sgl. 10¡n x 4¡n 12G CEE Sgl. 10in x 4in 12G Sgl. 10¡n x 4in '12G CEE CEE '10¡nx4¡n 12G CEE 10¡nx4in 12GCEE 10¡nx4¡n 12G CEE 1't.13 11 13 11.13 1 1.13 11.'13 't1.13 22670 17705 22670 17705 22670 17705 OK 0.47 u481 OK 0.79 u326 OK 0.47 u481 OK OK OK ENDWALL'B' (RIGHT ENDWALL) 3-4 Y N Y 36.42 11.42 13.58 13 58 25.00 11.42 11.42 11.42 21.56 13.58 18.711871 1 1.83 11.42 147 .11 .83 '152'152 1',|118 1423 14245 1583 11118 1423 4 N 4 N 4 N Sgl. 10in x 4¡n 12G Sgl. 1oin x 4ìn 12G Sg¡. 1oin x 4ìn 12G CEE CEE CEE loinx4in 12GCEE 1oinx4¡n 12G CEE 1oinx4¡n 12G CEE 1 1.13 11 13 '1 1.1 3 11.13 '11.13 11.'13 22670 17705 22670 17705 22670 17705 OK o.47 U4B1 OK 0.79 Li326 OK o.47 I ¡4A1 OK OK OK M8R892826390 Ellsworth Calc Package 6t12t2023 Endwall Columns - Page C3 loITlmlz lz l6)t-lilÞ t< lz lc) lolñlø le m7m(o l\) @No)(joo EØ€o 5 (Jsı-o Â)ox Â)@o CPENING # IVALL LOCAIION BAY # DESIGN WND PRESSURE (ps0: B¡.Y WDTH (ft.) MAX, DIST. FROM EDGE OF BAY IO OPENING C"L, )PËNING WrDTH (ft.) )PENTNG HErcHl (ft.) )ESTGN JAME HETGHT lft.) IAMB MoMENT (ft,Jbs.) JAMB MËMBER {LLOWABLE MOMENT FOR JAMB MEMBER lft.Jbs,) HEADER GIRT LENGTH (ft.) HEADER GIRT MOMENT {ft.lbs,) HEADER GIRT MÊMBER {EADER GIRT MEMBER StNGLE OR DOUSLE) TLLOWABLE MOMENT FOR iEADER GIRT (ft,-lbs.) IFACTNG (ft.) f,PENING # 2 ¿I g g 2 t 9 o cc tl Ø. ÉI ! e ! I o )o 1l t 4I q 9 : ? t s oc ¡ ¡ ¡ D I ù g o D o 3C € nlu n ı lò È-i" ""t"" ,"1¡¡ = ¡l= =l'-ì**l -t"" "-t-" "-t-" = -l- ô ôlü --t-- ôólı¿ 5 51- 5 -, -,1-, -, ôoloô --t-- "-t-";HlH$ ??leç --t----l-- -l- 'l- o rl. : ıli 1111 l Olô "-t-"aFIPF --t-- ooloo o) N NoN o 0) (! 9-3o m =9.foo =.fIrr oıo5 @ -T1 s 3 =(o T 0)(oo À Metal Building Engineering, LLC FOUNDATION DESIGN CONCRETE STRENGTH (fc): 2500 Psi REINF. YIELD STRENGTH: 6OOOO PSi ALLOW. SOIL PRESSURE: 1500 Psf NOTE: FOOTING SHALL EXTEND BELOW LOCAL FROST DEPTH. CONSULT LOCAL BUILDING DEPARTMENT FOR REQUIREMENTS. SIDEWALL CONTINUOUS FOOT¡NG CONCRETE SI-AB 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) OK OK (ACTUAL MOMENT AT ANCHOR BOLT LOCATION = 213 FT.-LBS., top = 6 Ot' AND (r) = 375 psi, THEREFORE DESIGN BOLTS IN UNCRACKED CONCRETE (SEE CALC PG. F3) A.C.I. FLEXURE TABLES) K 5 in. (MlN.) 36 in. (MlN.) 1710 psf 18 rN. (MrN.) 36 rN. (MrN.) 13947 lbs. 8.2 fl.^2 1322 lbs.. 0 lbs. 34.0 in. 32.5 in. 5.4 Ít. 1.3 ft. Mu DESIGN MOMENT (ft.-lbs.) AREA OF REINF. REQUIRED: AREA OF REINF. PROVIDED: a= usE ---> (NO SHEAR REINF. REQ'D) BOTTOMTOP 299 0.00 0.00 16115 0.17 0.'15 0.20 0.20 TOP AND18" W|DE BY 36'DEEP FOOTING w/BTM. M8R892826390 Ellsworth Calc Package 6t12t2023 Sidewall Slab Edge Fdn. * Page F1 Metal Building Engineering, LLC FOUNDATION DESIGN CONCRETE STRENGTH (fc): 2500 Psi REINF. YIELD STRENGTH: 60000 PS¡ ALLOW. SOIL PRESSURE: 15OO 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 (UPLTFT) Mu DESIGN MOMENT (ft.-lbs.): AREA OF STEEL REQ. AREA OF STL. PROVIDED MOMENT AT ANCHOR BOLT LOCATION = 68 FT.-LBS., top = ¡ ot' AND f(r) = 375 psi, THEREFoRE DESIGN R BOLTS IN UNCRACKED CONCRETE (SEE CALC PG. F4) A.C.I. FLEXURE TABLES) wlDE BY 36'' DEEP FOOTING w/TOP AND BTM 5 36 1710 12 36 3059 '1.8 661 -41 34.0 32.5 1.8 0.8 in. (MlN.) in. (MlN.) psf rN. (MrN.) rN. (MrN.) lbs. ft.^2 lbs. lbs. in. in. ft. ft. OK OK usE ---> {NO SHEAR RETNF. REQ'D) TOP BOTTOM 96 0.00 0.00 1 163 0.02 0.0'l 0.20 o,20 MERE9282ô390 Ellsworth Calc Package 6t12t2023 Endwall Slab Edge Fdn. -- Page F2 Metal Building Engineering, LLC CONCRETE ANCHORDESIGN PER ACI 318-14. CI-IAPIER LZ ANCHOR LOCATION: SIDEWALL C.S. FRAME COLUMNS DESIGN LOADS (from RISA analys¡s), 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.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.): SEISMIC SHEAR FORCE (LBS.): SEISMIC VERTICAL FORCE (LBS.): CONCRETE ANCHOR MANUFACTURER AND TYPE: DEWALT'SCREW-BOLT+' ANCHOR (VALUES FROM ESR-3889 REPORT, EFF. THRU 11t2O23) STEEL CONCRETE ANCHOR TENSILE STRENGTH: 115000 PSI NORMAL WT. CONCRETE STRENGTH (fc):2500 PSI CONCRETE ANCHOR TENSION REINFORCING PROVIDED? CONCRETE ANCHOR SHEAR REINFORCING PROVIDED? 575 -1433 0 0 1451 -3615 5023 -'t2514 -'t854 2886 225 1 860 1088 -7 41 .5X3.0 0.500 3.00 N 12.00 3.02 2.17 12.00 48.0 36.0 N (Eqn. 9-2) (e-2b.2) 3202 0 (Eqn. 9-3) (e-3d.2) 8798 0 575 -1433 0 0 145',1 -361 5 5023 -12514 225 1860 -1 854 2886 -1 088 741 0.500 3.00 4 N 12.00 3.02 2.17 't 2.00 48.0 36.0 N 42.4 62.t 3836 7862 81 900 0 1.00 7862 ,: .,: 864.0 648.0 1 3798 35440 1.00 25757 0.34 (Eqn. e-4) (e-4b.2) 3343 0 (Eqn 9-5) (e-sa 1) 3249 0 (Eqn. 9-6) (e-6b 2) -1337 1597 (Eqn. e-7) (9-7a.1) 2072 0 N N ACI 318-14 Tab¡e 5.3.1: GOVERNING LOAD COMB. EQUATION: ULT. SHEAR FORCE (LBS,), VU: ULT. TENSION FORCE (LBS.), TU: CONCRETE ANCHOR TYPE (diam. x ¡enqth): coNcRETE ANCHOR DrAM. (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 D¡STANCE, c2: DEPTH OF CONCRETE EDGE (IN.): CRACKED CONCRETE CONDITION (Y/N)? e eccentricity (lN.) = psi [ec,N] ((Eqn. 17.4.2.5a)) -- psi [ed,N] ((Êqn. 17.4.2.7a, 17.4.2.7b)) = ps¡ [c,N] ((Sec. 17.4.2.6)) = ps¡ [cp,N] (Eqnj7.4.2.7b, 17.4.3.1) = psi [c,P] (Sec. 17.4 3.6) = V eccentricity (lN.) = Psi [ec,V] (Eqn. 17.5 2.5) = psi [ed,V] (Eqn. 17.5.2.64, 17.5.2.6b) = PSi [c,V] (Sec. 17.5.2.7) = ANo (lN ^2) = AN (lN ^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 UNITY VALUE (Sec. 17.6): 0.00 1 .00 1.00 1.40 1.00 1.40 0.00 1 .00 1.00 't.40 0.00 '1.00 1.00 1.40 1.00 1.40 0.00 1.00 1.00 140 0.00 1.00 1 .00 1 .40 1.00 1.40 0.00 1.00 1.00 1.40 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 12.00 3.02 2.17 12.O0 48.0 36.0 N 0.500 3.00 4 N 12,ø0 3.02 2.17 12.ø0 48.0 36.0 N 0.00 '1.00 1 .00 1.40 't.00 1.40 0.00 1.00 1.00 1.40 0.500 3.00 4 N 12.00 3.42 2.17 36.00 48.0 3ô.0 N 0.500 3.00 4 N 12.00 3.02 2.17 12.04 48.0 36.0 N 0.00 1 .00 1.00 1 .40 1 .00 '1.40 0.00 't.00 1.00 1 .40 42.4 62.0 3836 7862 81900 0 1.00 7862 864.0 648.0 1 3798 35440 1.00 25757 o.12 42.4 62.O 3836 7862 81900 0 '1.00 7862 864.0 648.0 13758 25757 35440 1 .00 257 57 0.13 42.4 62.0 3836 7862 81900 0 0.40 3145 864.0 648.0 13798 25757 35440 0.40 1 0303 0.32 42.4 62.0 3836 7862 81900 0 1 .00 7862 ...' .:: 4104.0 5832.0 71 698 68281 35440 1.00 35440 0.20 42.4 62.O 3836 7862 BJ9OO 0 0.40 3145 : 864.0 648.0 1 3798 25757 35440 0.40 I 0303 o.20 MAX. UNITY: 0.34 (SIDEWALL CONCRETE ANCHOR DESIGN GOVERNS AT THIS LOCATION) MERE92B26390 Ellsworth Calc Package 611212023 CS Frame Anchors -- Page F3 T+'ANCHOR CONCRETE ANCHORS IN 3.5 IN. DEEP HOLES Metal Building Engineering, LLC CONCRETE ANCHOR DESIGN PER ACI 318-14. CHAPTER f 7 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.): WIND SHEAR FORCE (LBS.): WIND TENSION FORCE (LBS,): SEISMIC SHEAR FORCE (LBS.): SEISMIC TENSION FORCE (LBS.): ENDWALL COLUMNS CONCRETE ANCHOR MANUFACTURER AND TYPE: DEWALT'SCREW.BOLT+' ANCHOR (VALUES FROM ESR-3889 REPORT, EFF. THRU 11t2023) STEEL ANCHOR TENSILE STRENGTH:115000 PSt NORMAL WT, CONCRETE STRENGTH: ,| -1 88 0 0 0 -752 1583 422 40 0 (E0 1 0 2500 N N PSt ANCHOR TENSION REINFORCING PROVIDED? ANCHOR SHEAR REINFORCING PROVIDED? ACI 318-14Table5.3.1: ULT. SHFAR FORCE (LBS.), Vu: ULT. TENSION FORCE (LBS.), Tu: ANCHOR TYPE fdiam. x lenqth): ANCHOR DrAM. (rN.): ANCHOR LENGTH (IN.): NUMBER OF ANCHORS: SPECIAL INSPECTION REQUIRED? A AI\UñVK ùTAUII\9. E FFECTIVE E I\iI B EDM E NT: LOAD EDGË DISTANCE, c1: PERP. EDGE DISTANCE, c2: DEPTH OF CONCRETE EDGE (IN.): cRACKED CONCRETE CONDtTION (Y/N)? e eccentric¡ty (lN.) = psi [ec,N] ((Eqn. 17.4.2.5aÐ = ps¡ [ed,N] ((Eqn. 17.4.2.7a, 17.4.2.7b)) = ps¡ [c,NI ((Sec. 17.4.2.6)) = psi lcp,N] (Eqn.17.4.2.7b, 17.4.3.1) = psi [c,P] (Sec. 17.4.3.6) = v eccentricity (lN.) = psi lec,Vl (Eqn. 17.5.2.5) = psi led,V] (Eqn. 17.5.2.6a, 17 .5.2.6b) = psi [c,V] (Sec. 17.5.2.7) = ANo (lN.^2) = AN (lN ^2) = Nþ (LBS ) = Ncbg (LBS ) = Ns (LBS ) = NPn (LBS ) = SEISMIC TENSION DUCTILIry FACTOR: ANn (LBS') = Avc (lN.^2) = Avco (lN.^2) = vb (LBS.) = Vcbs (LBS.) = Vs (LBS.) = SEISMIC SHEAR DUCTIL¡TY FACTOR: OVn (LBS.) = MAX. UNITY VALUE (Sec. 17.6): MAX. UNITY: 2.17 7.00 48.00 36.00 N 2.17 7.00 48.00 36.00 N 2.17 7.00 48.00 36.00 N 2.17 7.00 48.00 36.00 N e-2)(E0. e-3) 1267 0 (EO. e-4) 1 583 0 0.00 1.00 1.00 1.40 1.00 1.40 0.00 1.00 0.73 1.40 42.4 42.4 JOJO 5370 40950 0 1.00 5370 I i:i: : 304.5 220.5 6147 8666 17720 1.00 8666 ô.r e (EO. e-5) 40 0.00 1.00 1.00 1.40 1.00 1.40 0.00 1.00 o.73 1.40 42.4 5ðJb 5370 40950 0 0.40 2148 i: ar:-: . 304.5 220.5 6147 8666 17720 0.40 3467 :1t:' 0.01 (EO. e-6) 1 583 252 0.00 1.00 1.00 1.40 1.00 1.40 0.00 1.00 0.73 1.40 42.4 42.4 JÕJO 5370 40950 0 1.00 5370 304.5 220.5 6147 ıbbb 17720 1.00 8666 0.18 (80.e-7) 4A 0 .5X3.0 0.500 3.00 2 N 0.500 3.00 2 N 0.500 3.00 2 N 0.500 3.00 2 N 8.00 0.500 3.00 2 N 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 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 1.00 5370 t: :.:it 304.5 220.5 ot4t 8666 1 7720 1.00 8666 0.00 0.00 1.00 '1.00 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 0.73 '1.40 42.4 42.4 3836 5370 40950 0 1.00 5370 t.) : t..). . 304.5 220.5 6147 8666 17720 1.00 8666 0.15 42.4 42.4 3836 5370 40950 0 0.40 2'148 t.t i.i i 304.5 220.5 6147 oooo 't7720 0.40 3467 00J USE 0. (ENDWALL ANCHOR DESIGN GOVERNS AT THIS LOCATION) MERE92826390 Ellsworth Calc Package 6t12t2023 Endwall Column Anchors -- Page F4 Metal Building Engineering, LLC coNcRETE ANCHOR DESIGN PER ACI 318-14. CHAPTEBTIZ ANCHOR LOCATION: SIDEWALL OPENING JAMBS DESIGN LOADS AT ALLOWABLE STRESS LEVELS : D.L, SHEAR FORCE (LBS.), POSITIVE SHEAR LOADS ARE TOWARD EDGE OF SLAB: O D,L. TENSION FORCE (LBS,): O F.L.L. SHEAR FORCE (LBS.): 0 F.L.L. TENSION FORCE (LBS.): 0 SL (RLL) SHEAR FORCE (LBS.): 0 SL (RLL) TENSION FORCE (LBS.): 0 WIND SHEAR FORCE (LBS.): 784 WIND TENSION FORCE (LBS.): 0 SEISMIC SHEAR FORCE (LBS.): 18 SEISMIC TENSION FORCE (LBS.): 0 CONCRETE ANCHOR MANUFACTURER AND TYPE: DEWALT .SCREW.BOLT+, ANCHOR (VALUES FROM ESR-3889 REPORT, EFF. THRU 1112023) STEEL ANGHOR TENSILE STRENGTH: 115000 PSI 2500 N N PSI ACI 318-14 lable 5.3.1: ULT. SHEAR FORCE (LBS.), Vu: ULT, TENSION FORCE (LBS.), TU: ANCHOR TYPE ldiam. x lenqth): ANCHOR DIAM. (lN.): 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 (lN.) = psi [ec,N] ((Eqn. 17.4.2.5a)) = psi [ed,Nl (Eqn. 17.4.2.7a, 17 .4.2.7b)) = Psi [c,N] ((Sec. 17.4.2.6)) = psi lcp,N] (Eqn.17.4.2.7b, 17 .4.3.1) = Psi [c,P] (Sec. 17.4.3.61 = V eccentr¡c¡ty (lN.) = psi [ec,V] (Eqn. 17.5.2.5) = psi [ed,Vl (Eqn. 17.5.2.6a, 17 .5.2.6b) = Psi [c,Vl (Sec. 17.5.2.7) = (EO. e-2)(EO 0 NORMAL WT. CONCRETE STRENGTH: ANCHOR TENSION REINFORCING PROVIDED? ANCHOR SHEAR REINFORCING PROVIDED? (EO e-s) 18 0.500 0.500 e-6)(E0.e-4)(EO.9-3) 0.500 (EO e-7) 18 0 0.500 3.23 3.00 48.00 36.00 N 00 784 0 5.00 'l N 627 0 5.00 1 N 5.00 ,| N 784 0 5.00 1 N 5.00 1 N .5X5.0 0.500 5.00 1 N 0.500 3.23 3.00 48.00 36.0 N 3-23 3.00 48.00 3ô.0 N 3.23 3.00 48.00 36.00 N 3.23 3.00 48.00 36,00 N 0.00 1.00 0.89 1.40 0.60 1.00 0.00 1.00 1.0Û 1.40 0.00 1.00 0.89 1.40 0.60 1.00 0.00 '1.00 1.û0 1.40 0.00 1.00 0.89 1.40 0.60 1.00 0.00 1.00 1.00 1.40 0.00 1.00 0.89 1.40 0.60 1.00 0.00 1.00 1.00 1.40 93.9 93.9 6966 51 67 20475 0 1.00 ôâo 93.9 6966 c¡o/ 20475 0 1.00 93.9 6966 5167 20475 0 1.00 o?o 6966 5167 20475 0 1.00 ôeô 93.9 6966 5167 20475 0 1.00 93.9 oao 6966 51 67 20475 0 1.00 51ø7 ti ;il 40.5 40.5 1868 2615 1'1175 1.00 261 5 :ìill¡ 000 2915 o.24 2615 0.30 261 5 'ì ':l 001 2615 0.30 2615 1 ,.ì 0.01 ANo (lN ^2) = AN (lN ^2) = Nb (LBS ) = Ncbg (LBS ) = Ns (LBS ) = NPn (LBS ) = SEISIVIIC TENSION DUCTILITY FACTOR: ONn (LBS') = Avc (lN ^2) = AvcÒ (¡N ^2) = vb (LBS ) = vcbs (LBS ) = vs (LBS ) = SEISMIC SHEAR DUCTILìTY FACTOR: OVn (LBS') = MAX. UNITY VALIJE (Sec. 17.6) MAX, UNITY: LJSE --.-> 0.30 (OPENING JAMB ANCHOR DESIGN GOVERNS AT THIS LOCAÏ¡ON) 3.23 3.00 48.00 36.00 N 0.00 1.00 0.89 1.40 0.60 1.00 0.00 1.00 1.00 1.40 0.00 1.00 0.89 1.40 0.60 1_00 0.00 1.00 1.00 1.40 51 67 ir ll:r .: 40.5 40.5 1 868 2615 11175 1.00 5167 40.5 40.5 1 868 2615 't 1175 1.00 5167 40.5 40.5 1 868 tÞ tÐ I'1175 '1.00 5167 40.5 40.5 1 868 zb tÐ 11175 1.00 5167 _, ,.1 40.5 40.5 1868 zotc 11175 '1.00 M8R892826390 Ellsworth Calc Package 6t12t2023 Sidewall Jamb Anchors - Page F5 36" Coverage 1u 1'/u c3l;, PBR.PANEL Metal Building Engineer¡ng, LLC CondensedTe0nnl0alneteren0e ô¡oN (J =(l) =o SECTION PROPERTIES Top in Compression Boltom ¡n Compæsslon Outward Loadlnward Load 5',6'z',3'6' lxx iftilft Sxx ¡n3/ft 2'3't Ga width ln Yield ksi Wefght psf lxx in4lft Su in3/ft 223 1Ò7 62 40 2A 210.0458 261 129 76 49 35 23BO0.84 o.0367 0.0367 0.031 726 83 53 37330'153 88 57 39 29 314 1450.0560 0.0579 o.0457 0.061324501.09 414532071147ı533947421712480550.0860 0.0633 0.08162236501.43 0.0800 ALLOWABLE UNIFORM LIVE LOADS, Psf For various fastener spacings Ixx ar¡l Sxx ate efìèctive sectiou propcnies for deflectio¡r ard beudirlg. rveight is rrot cotrsidered. 3. Detlectiorr consider¡tion is lilnitsd by a n¡uimunr deffectioD râtio of [-/180 of s¡Ntr. 4- Allorvable loads do uot include a l/3 stress ircrcase for rvind. TESTING AND APPROVALS Þ 'Iexas r¡ú-i¡rdstom - Evaluations RC-198, RC-265 and RC:279 i]13mPt#!*s"g.fei MER892826390 Ellsworth Calc Package 6t12t2023 Roof & Wall Sheeting - Page Pl Metal Building Engineering, LLC 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.) 91 = 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 = 0.1046 Fu1 = 80000 Fu2= 67000 Screw# = 12 ds (in') = 0'216 ALLOWABLE SHEAR BASED ON CONNECTED MATERIALS: t2lt1 = 5.84 WALL PANEL (PBR-Panel 26G) 91= 26 92= 16 t1 = 0.0179 t2 = 0.057 Fu1 = 80000 Fu2= 67000 Screw # = 12 ds (in.) = 0.216 l2lt1=3.18 835 278 Pns (eq. 84.3.1-4) = Allowable Shear per Screw (Q Omega = 3.0): ALLOWABLE SHEAR BASED ON SCREW: Allowable Shear per Screw = Design Shear Per Screw = Pns (eq. 84.3.1-4) = Allowable Shear per Screw = Allowable Shear per Screw = Design Shear per Screw = 835 278 625 278 ALLOWABLE TENSION BASED ON CONNECTED MATERIALS Pullout Strength, Pnot (eq. 84.4.1.1) = 1287 Pullover Strength, Pnov (eq. 84.4.2.1) = 537 Allowable Tension per Screw (lbs.) = 179 Nominal Screw Tension Strength (lbs) = 860 625 278 701 537 179 860 MERE92B26390 Ellsworth Calc Package 6t12t2023 Screw Capacities - Page P2