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STRUCTURAL CALCS - 21-00656 - 2911 S Frontage Rd - Carpet Direct
124 Kirby Dr Version 2020.01.20 (1/20/20) 1050 North Watery Lane Ph: (435) 919-3100 Portland, TN 37148 Brigham City, UT 84302 Fax: (435) 919-3101 Ph: (615) 325-4165 Fax: (800) 231-3460 Structural Design Calculations FOR Ultimate Steel Erection Inc 2621 S Frontage Road Rexburg, ID 83440 PROJECT Carpet Direct 2671 S Frontage Rd Rexburg, ID 83440 NBS Project No. U21M0716A Design Engineer = Ariel Silva Stamping Engineer = Grant Roth PROJECT DATA Structural Design Calculations - Pages 1 to Name:Grant Roth Title:Professional Engineer Affiliation:Nucor Building Systems Date: Professional Seal The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building Systems, a Member of MBMA, and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. Excellence from the ground up July 7, 2021 A1 of 96 U21M0716A CARPET DIRECT ANS 96 09/28/2021 A DIVISION OF NUCOR CORPORATION Code Name ASCE 7-16 Calculation Type Edge Parapet Drift Ps (psf) L: 35.00 Project Description : Occupancy Category II Support Type Frames Project Number : Roof Dead Load 4.25 psf Typ. Support Spacing 20.00 ft 20.50 Engineer : Collateral Dead Load 5.00 psf 60.00 1.71 Date : Roof Live Load 20.00 psf 3.00 3.13 Ground Snow (Pg)50.00 psf 60.00 3.79 Sliding Snow: Exposure Factore (Ce), Upper:1.00 Lower:1.00 Parapet Projection (Hr)4.84 ft 64.22 Max. depth hd(ft) 0.00 Thermal Factor (Ct), Upper:1.00 Lower:1.00 Roof Width (Wbi)164.00 ft 18.32 Max. load SSmax (psf) 0.00 Roof Surface All Other Surfaces Roof Slope 0.00 :12 18.32 Drift Length Wd (ft) 0.00 Slope Factor (Cs), Upper:1.00 Lower:1.00 60.00 0.00 Min. drift SSmin (psf) 0.00 Snow Importance Factor (Is)1.00 0.00 - 3.51 Drift Slope Δ (psf/ft) 0.00 Continuous Beam Distribution Uncapped WW hd (ft) 3.79 Uncapped LW hd (ft) 3.19 WW Max Drift hd (ft) 3.13 LW Max Drift hd (ft) 3.13 WW Drift Width (ft) 18.32 LW Drift Width (ft) 12.95 Frame Spacing (ft)0.00 19.58 25.00 25.00 20.00 20.00 20.00 20.00 20.00 2.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Support Number ~ Match with Diagram 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Frame Global Location 0.00 19.58 44.58 69.58 89.58 109.58 129.58 149.58 169.58 172.26 172.26 172.26 172.26 172.26 172.26 172.26 172.26 172.26 Effective Snow Load (psf)31.45 55.32 44.88 40.49 32.85 38.10 24.97 50.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Frame Trib. Width (ft)9.79 22.29 25.00 22.50 20.00 20.00 20.00 40.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Intensity @ This Pt. (psf)64.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Snow (plf)374.81 245.09 -40.30 11.87 -4.01 1.07 -0.27 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sliding Snow (plf)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead + Collateral Dead (plf)67.19 227.64 237.21 210.90 173.64 201.09 132.01 267.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Snow (plf)254.22 861.33 897.56 797.98 657.01 760.87 499.49 1011.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Live (plf)145.27 492.19 512.89 455.99 375.43 434.79 285.42 578.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Snow (plf)629.04 1106.42 897.56 809.85 657.01 761.95 499.49 1011.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D+C+SNOW (plf)696.22 1334.06 1134.77 1020.74 830.65 963.04 631.50 1278.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D+C+LIVE (plf)212.46 719.83 750.11 666.88 549.07 635.87 417.43 845.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Description:DRIFT FROM LEW PARAPET Max. drift depth hd(ft) Drift Slope Δ (psf/ft) Uncapped hd Max. drift load Dmax (psf) Length of Drift Wd (ft) Uncapped Wd Min. drift load Dmin (psf) U21M0716A Carpet Direct DRR 7/8/2021 Snow Drift Calculations Version 2020.09.14 ~ Updated 09/14/20 Snow density D (pcf) Unif. snow depth hb (ft) 4.84' 3.13' Ps = 35.00 psf First 80' of Wbi = 164' 18.32'1.71' Dmax = 64.22 psf Support where Snow Loads > Live Load Support where Snow Loads ≤ Live Load Drift and Uniform Snow Sliding Snow Rightmost Span Is Cantilevered 19 . 5 8 2 25 . 0 0 3 25 . 0 0 4 A2 of 96 U21M0716A CARPET DIRECT ANS A DIVISION OF NUCOR CORPORATION Code Name ASCE 7-16 Calculation Type Edge Parapet Drift Ps (psf) L: 35.00 Project Description : Occupancy Category II Support Type Purlins Project Number : Roof Dead Load 4.25 psf Typ. Support Spacing 5.08 ft 20.50 Engineer : Collateral Dead Load 5.00 psf 60.00 1.71 Date : Roof Live Load 20.00 psf 3.00 0.38 Ground Snow (Pg)50.00 psf 60.00 3.79 Sliding Snow: Exposure Factore (Ce), Upper:1.00 Lower:1.00 Parapet Projection (Hr)2.08 ft 7.71 Max. depth hd(ft) 0.00 Thermal Factor (Ct), Upper:1.00 Lower:1.00 Roof Width (Wbi)164.00 ft 3.01 Max. load SSmax (psf) 0.00 Roof Surface All Other Surfaces Roof Slope - 1.00 :12 3.01 Drift Length Wd (ft) 0.00 Slope Factor (Cs), Upper:1.00 Lower:1.00 60.00 0.00 Min. drift SSmin (psf) 0.00 Snow Importance Factor (Is)1.00 0.00 - 2.56 Drift Slope Δ (psf/ft) 0.00 Continuous Beam Distribution Uncapped WW hd (ft) 3.79 Uncapped LW hd (ft) 3.19 WW Max Drift hd (ft) 0.38 LW Max Drift hd (ft) 0.38 WW Drift Width (ft) 3.01 LW Drift Width (ft) 3.01 Purlin Spacing (ft)0.67 0.67 2.54 2.54 2.54 20.00 20.00 20.00 20.00 2.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Support Number ~ Match with Diagram 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Purlin Global Location 0.67 1.34 3.87 6.40 8.94 28.87 48.80 68.73 88.66 91.33 91.33 91.33 91.33 91.33 91.33 91.33 91.33 91.33 Effective Snow Load (psf)11.20 -2.16 53.10 -108.38 174.66 141.12 132.29 155.96 63.77 9.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Purlin Trib. Width (ft)0.64 1.60 2.53 2.53 11.23 19.93 19.93 19.93 11.30 1.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Intensity @ This Pt. (psf)5.99 4.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Snow (plf)12.26 -4.52 1.07 -0.23 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Sliding Snow (plf)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Dead + Collateral Dead (plf)11.75 -2.89 70.81 -145.09 233.83 188.94 177.11 208.81 85.37 12.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Snow (plf)44.48 -10.94 267.94 -549.01 884.76 714.89 670.13 790.08 323.03 46.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof Live (plf)25.42 -6.25 153.11 -313.72 505.58 408.51 382.93 451.47 184.59 26.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total Snow (plf)56.74 -10.94 269.00 -549.01 884.80 714.89 670.13 790.08 323.03 46.74 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D+C+SNOW (plf)68.49 -13.84 339.82 -694.10 1118.63 903.83 847.24 998.88 408.40 59.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D+C+LIVE (plf)37.17 -9.15 223.92 -458.81 739.41 597.45 560.04 660.28 269.96 39.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Drift Description:DRIFT FROM BSW PARAPET Max. drift depth hd(ft) Drift Slope Δ (psf/ft) For purlin support type, 5 in. subtracted from 1st space of cantilever span in moment dist. model. (See Read Me #2) Uncapped hd Max. drift load Dmax (psf) Length of Drift Wd (ft) Uncapped Wd Min. drift load Dmin (psf) U21M0716A Carpet Direct ANS 7/8/2021 Snow Drift Calculations Version 2020.09.14 ~ Updated 09/14/20 Snow density D (pcf) Unif. snow depth hb (ft) 2.08' 0.38' Ps = 35.00 psf First 80' of Wbi = 164' 3.01'1.71' Dmax = 7.71 psf Support where Snow Loads > Live Load Support where Snow Loads ≤ Live Load Drift and Uniform Snow Sliding Snow Rightmost Span Is Cantilevered 0. 6 7 1 0. 6 7 2 2. 5 4 3 2. 5 4 4 2. 5 4 5 20 . 0 0 6 20 . 0 0 7 20 . 0 0 8 A3 of 96 U21M0716A CARPET DIRECT ANS Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-16 Date : with AISI 2016 Specification and 2012 MBMA Manual Geometry Building Name:Building A Building Type:Single-Slope Roof:Nucor CFR™ Bldg. Width [B]:107.0000'NBG Brand: 107.0000' Bldg. Length [D]:216.0000' Left Eave Ht. [LEH]:22.0000' Right Eave Ht. [REH]:30.9167' Left Roof Slope:1.00:12 Bay Width [Bay]:15.5000' Purlin Trib. Width [P]:2.5417' EW Girt Trib Ht. [GE]:4.5000' SW Girt Trib. Ht. [GS]:3.0000' EW Girt Length:11.5000' SW Girt Length:15.5000' EW Col. Trib. Width [CE]:15.0000'Left SW Top-of-Parapet: Right SW Top-of-Parapet:33.0000' SW Col. Trib. Width [CS]:15.5000'Opening Area: EW Top-of-Parapet:33.0000' Loading Information Building Code:IBC 2018 Wind Speed:115 mph Building Porosity:Enclosed Wind Exposure:C Interior Partitions Exist:Yes Ground Elevation:4,000 ft.15 2354.0 sf General Loading Calculations h:22.0000'Kd:0.85 Kzt:1.00 Ri:1.00 qh:22.91 psf Kz or Kh:0.92 Ke:0.87 G:0.85 GCpi:± 0.18 Components and Cladding, Walls a = 8.80 ft. Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf) (psf) (psf) Sidewall Wind Column 341 19.16 -21.22 -21.83 Endwall Wind Column 330 19.21 -21.28 -21.93 Sidewall Girt 80 21.45 -23.52 -26.41 Endwall Girt 52 22.14 -24.21 -27.79 Wall Panel 3 24.74 -26.81 -32.99 Parapets 26 ft2 Maximum Projection Kh_par qp Windward Leeward Windward Leeward Item (ft) (psf) (psf) (psf) (psf) (psf) Left Parapet --- --- --- --- --- --- --- Right Parapet 2.08 1.00 24.95 37.43 -24.95 75.39 -48.98 EW Parapet 11.00 1.00 24.95 37.43 -24.95 75.39 -48.98 U21M0716A Carpet Direct ANS 7/8/2021 Version: 2020.07.27 (Date: 07/27/20) By NBG-GS MWFRS C & C 10% per Note 5 of Figure 30.3-1, since the slope angle is ≤ 10°. NBSUT Note: The value of GCp in results above has been reduced by Tributary Area used for Parapet C&C = 4 h a a a a 5 5 5 5 4 0 A4 of 96 U21M0716A CARPET DIRECT ANS Wind Loading Continued… Components and Cladding, Roofs Applicable Roof Slope Angle = a = 8.80 ft. Tributary Pressure Area All 1 2 2' 3 3' --- Item (ft2)(psf) (psf) (psf) (psf) (psf) (psf) --- Purlin/Joist 80 16.00 -29.33 -31.84 -38.71 -32.94 -42.99 ---- Panel 5 16.00 -29.33 -33.91 -40.78 -45.36 -63.69 ---- Fastener 5 16.00 -29.33 -33.91 -40.78 -45.36 -63.69 ---- Purlin/Joist 80 ---- -41.00 -42.20 -42.20 -51.85 -51.85 ---- Panel 5 ---- -43.07 -56.82 -56.82 -77.44 -77.44 ---- Fastener 5 ---- -43.07 -56.82 -56.82 -77.44 -77.44 ---- Components and Cladding, Below-Eave Canopy Tributary Pressure Area Total Item (ft2)(psf)hc ≤ 13.2 ft Otherwise hc ≥ 23.8 ft 80 16.00 -16.00 -16.00 -26.90 5 20.62 -16.00 -20.62 -32.07 5 20.62 -16.00 -20.62 -32.07 Main Wind Force Resisting Systems (Transverse Wind Direction) Applicable Roof Slope Angle = a = 8.80 ft. Transverse Wind Direction Item W1R W1L W2R W2L W3R W3L W4R W4L C1:0.58 -0.11 0.22 -0.47 ---- ---- ---- ---- Load, (psf) 13.29 -2.52 5.04 -10.77 ---- ---- ---- ---- C2:-0.51 -0.19 -0.87 -0.55 ---- ---- ---- ---- Load, (psf) -11.68 -4.35 -19.93 -12.60 ---- ---- ---- ---- C3:-0.19 -0.51 -0.55 -0.87 ---- ---- ---- ---- Wind W1R W1L Load, (psf) -4.35 -11.68 -12.60 -19.93 ---- ---- ---- ---- W3R W3L C4:-0.11 0.58 -0.47 0.22 ---- ---- ---- ---- Load, (psf) -2.52 13.29 -10.77 5.04 ---- ---- ---- ---- C5:-0.27 -0.27 -0.63 -0.63 ---- ---- ---- ---- Load, (psf) -6.19 -6.19 -14.43 -14.43 ---- ---- ---- ---- C6:-0.27 -0.27 -0.63 -0.63 ---- ---- ---- ---- Load, (psf) -6.19 -6.19 -14.43 -14.43 ---- ---- ---- ---- Net* (psf) 5.64 5.63 Wind W2R W2L W1R & W1L & W2R & W2L & W4R W4L Item W3R W3L W4R W4L C1E:0.79 -0.25 0.43 -0.61 Load, (psf) 18.10 -5.73 9.85 -13.98 C2E:-0.89 -0.35 -1.25 -0.71 Load, (psf) -20.39 -8.02 -28.64 -16.27 C3E:-0.35 -0.89 -0.71 -1.25 Load, (psf) -8.02 -20.39 -16.27 -28.64 C4E:-0.25 0.79 -0.61 0.43 Load, (psf) -5.73 18.10 -13.98 9.85 4.76 deg 4.76 deg Values Below are for the Overhang Portion of the Roof Uplift Total (psf) For Various Canopy Elevations Purlin / Joist Panel Fastener Edge Zone Pressure Coefficients Suction in Zones *Net Lat < 16 psf. Add additional pressure to windward wall. Note: For Zone 2/2E or 3/3E; the windward zone width shall be 53.50 ft., while the leeward zone width shall be 53.50 ft. per Figure 28.3-1 note 8. he : Average Eave Height hc : Average Canopy Elevation Internal Suction Wind Direction Internal Pressure Wind Direction A5 of 96 U21M0716A CARPET DIRECT ANS Wind Loading Continued… Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Roof Slope Angle = a = 8.80 ft. Longitudinal Wind Direction Item W5B W5F W6B W6F W7B W7F W8B W8F C1: -0.27 -0.27 -0.63 -0.63 ---- ---- ---- ---- Load, (psf) -6.19 -6.19 -14.43 -14.43 ---- ---- ---- ---- C2: -0.51 -0.19 -0.87 -0.55 ---- ---- ---- ---- Load, (psf) -11.68 -4.35 -19.93 -12.60 ---- ---- ---- ---- C3: -0.19 -0.51 -0.55 -0.87 ---- ---- ---- ---- Wind W5B W5F Load, (psf) -4.35 -11.68 -12.60 -19.93 ---- ---- ---- ---- W7B W7F C4: -0.27 -0.27 -0.63 -0.63 ---- ---- ---- ---- Load, (psf) -6.19 -6.19 -14.43 -14.43 ---- ---- ---- ---- C1E: -0.30 -0.30 -0.66 -0.66 ---- ---- ---- ---- Load, (psf) -6.87 -6.87 -15.12 -15.12 ---- ---- ---- ---- C2E: -0.89 -0.35 -1.25 -0.71 ---- ---- ---- ---- Load, (psf) -20.39 -8.02 -28.64 -16.27 ---- ---- ---- ---- C3E: -0.35 -0.89 -0.71 -1.25 ---- ---- ---- ---- Load, (psf) -8.02 -20.39 -16.27 -28.64 ---- ---- ---- ---- Wind W6B W6F C4E: -0.30 -0.30 -0.66 -0.66 ---- ---- ---- ---- W8B W8F Load, (psf) -6.87 -6.87 -15.12 -15.12 ---- ---- ---- ---- W5B & W5F & W6B & W6F & Item W7B W7F W8B W8F C5: 0.58 -0.11 0.22 -0.47 Load, (psf) 13.29 -2.52 5.04 -10.77 C6: -0.11 0.58 -0.47 0.22 Load, (psf) -2.52 13.29 -10.77 5.04 C5E: 0.79 -0.25 0.43 -0.61 Load, (psf) 18.10 -5.73 9.85 -13.98 C6E: -0.25 0.79 -0.61 0.43 Load, (psf) -5.73 18.10 -13.98 9.85 Net** (psf) 3.06 3.06 3.06 3.06 **Net Long. < 16 psf. Add additional pressure to windward wall. Longitudinal Force Resisted by Bracing:29.65 kips Total Longitudinal Net Pressure Applied to Building:16.79 psf Total Longitudinal Force Applied to Building:59.30 kips End-Wall Pressure Coefficients 4.76 deg Internal Suction W i n d D i r e c t i o n Internal Pressure W i n d D i r e c t i o n A6 of 96 U21M0716A CARPET DIRECT ANS Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-16 Date : with AISI 2016 Specification and 2012 MBMA Manual Wall Sheeting Spans Building Name:Building A Wall Panel Selection:Classic ''CW'' Wall Panel 26 Gage Grade 80, with Fy = 80 ksi Fu = 82 ksi Deflection Limit:L/60 a = 8.80 ft. Tributary Pressure Suction Suction Min. Girt Thickness for Fastener Checks:0.060 Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf) (psf) (psf) Wall Panel 3 14.85 -16.08 -19.79 Simple Span (ft) → 7.50 7.50 7.48 2 Equal Spans (ft) → 7.50 7.49 6.76 3 Equal Spans (ft) → 7.50 7.50 7.50 Fasteners (ft) → --- 7.50 7.50 Note: These panel spans are based on values found in the EDM per brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: 50 Year-Wind deflection check Roof Sheeting Spans Self Weight (psf):1.13 Collateral Load (psf):0.00 Max Live/Snow Load (psf):35.00 Roof Panel Selection:CFR Roof Panel 24 Gage Grade 50, with Fy = 50 ksi Fu = 65 ksi Deflection Limit:L/60 Minimum Purlin Thickness for Fastener:N/A Seaming Option for Interior Zone, (Zone 1):N/A Seaming Option for Edge Zone, (Zone 2):N/A Seaming Option for Corner Zone, (Zone 3):N/A a = 8.80 ft. Pressure All 1 2 2' 3 3' --- Item (ft.)(ft.)(ft.)(ft.)(ft.)(ft.)--- Roof Panel, (psf) →36.13 -16.92 -16.92 -16.92 -17.48 -24.81 ---- Simple Span 5.50 2 Equal Spans 5.50 3 Equal Spans 5.50 Seaming / Fasteners 5.50 5.50 5.50 5.50 5.50 Note: These Panel Spans are Based on Values Found In the EDM for each brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: 50 Year-Wind deflection check clip controlled panels, but may not be reduced below field zone pressures. Suction in Zones Note: 12'' Vice Lock 360 Clips with (3) Fasteners require 0.067'' min. purlin thickness Note: Edge and corner loading is permitted to be reduced by 33% per AISI for U21M0716A Carpet Direct ANS 7/8/2021 Version: 2020.07.27 (Date: 07/27/20) By NBG-GS 4 h a a a a 5 5 5 5 4 0 A7 of 96 U21M0716A CARPET DIRECT ANS Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Wind Loading per ASCE 7-16 Date : with AISI 2016 Specification and 2012 MBMA Manual Wall Sheeting Spans Building Name:Building A Wall Panel Selection:Classic ''CW'' Wall Panel 26 Gage Grade 80, with Fy = 80 ksi Fu = 82 ksi Deflection Limit:L/60 a = 8.80 ft. Tributary Pressure Suction Suction Min. Girt Thickness for Fastener Checks:0.060 Area Zones 4,5 Zone 4 Zone 5 Item (ft2)(psf) (psf) (psf) Wall Panel 3 14.85 -16.08 -19.79 Simple Span (ft) → 7.50 7.50 7.48 2 Equal Spans (ft) → 7.50 7.49 6.76 3 Equal Spans (ft) → 7.50 7.50 7.50 Fasteners (ft) → --- 7.50 7.50 Note: These panel spans are based on values found in the EDM per brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: 50 Year-Wind deflection check Roof Sheeting Spans Self Weight (psf):1.13 Collateral Load (psf):0.00 Max Live/Snow Load (psf):96.24 Roof Panel Selection:CFR Roof Panel 24 Gage Grade 50, with Fy = 50 ksi Fu = 65 ksi Deflection Limit:L/60 Minimum Purlin Thickness for Fastener:N/A Seaming Option for Interior Zone, (Zone 1):N/A Seaming Option for Edge Zone, (Zone 2):N/A Seaming Option for Corner Zone, (Zone 3):N/A a = 8.80 ft. Pressure All 1 2 2' 3 3' --- Item (ft.)(ft.)(ft.)(ft.)(ft.)(ft.)--- Roof Panel, (psf) →97.37 -16.92 -16.92 -16.92 -17.48 -24.81 ---- Simple Span 5.05 2 Equal Spans 4.02 3 Equal Spans 4.47 Seaming / Fasteners 5.50 5.50 5.50 5.50 5.50 Note: These Panel Spans are Based on Values Found In the EDM for each brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: 50 Year-Wind deflection check clip controlled panels, but may not be reduced below field zone pressures. Suction in Zones Note: 12'' Vice Lock 360 Clips with (3) Fasteners require 0.067'' min. purlin thickness Note: Edge and corner loading is permitted to be reduced by 33% per AISI for U21M0716A Carpet Direct ANS 7/8/2021 Version: 2020.07.27 (Date: 07/27/20) By NBG-GS 4 h a a a a 5 5 5 5 4 0 A8 of 96 U21M0716A CARPET DIRECT ANS SNOW DRIFT CHECK Input DataIBC 2018 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Building Data Input:MAIN Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Single Slope Date : Building Width 107.00 feet Building Length 165.00 feet Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW) -1.00 : 12 Low Eave Height (Front SW)22.00 feet High Eave Height (Back SW)30.92 feet Mean Roof Height 26.46 feet FALSE Roof Level Diaphragm Flexible * *Note: Mezzanine Level Diaphragm None * Vertical Distribution Required FALSE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 0.366 **Note: 1-second period response acceleration, S1 S1 = 0.142 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)4.00 psf Roof Dead Load (RDL)3.75 psf Roof Collateral Load (CDL)5.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.50 psf Roof Snow (Pf)35.00 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 107.00 feet Wall Length 107.00 feet Top Elevation 26.46 feet ****Top Elevation 26.46 feet **** Wall Weight 4.00 psf Wall Weight 3.00 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 22.00 feet Top Elevation 30.92 feet Wall Weight 4.00 psf Wall Weight 4.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 26.46 feet **** Wall Weight 24.00 psf ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. U21M0716A ANS 7/6/2021 Carpet Direct The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. Page 1 of 6 7/6/2021 A9 of 96 U21M0716A CARPET DIRECT ANS Lateral Calcs. (1)IBC 2018 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:MAIN Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Rigid Frame Ordinary Steel Moment Frames Gable/Single Slope Single Slope Width 107.00 feet Length 165.00 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.00 : 12 Low Eave Height 22.00 feet High Eave Height 30.92 feet Mean Roof Height 26.46 feet Bay Width 10.21 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):10.21 feet Wall Length Exterior Wall #4 (Back SW):10.21 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.366 1-second period response acceleration, S1 S1 = 0.142 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.51 Site Coefficient Fv:Fv = 2.32 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.552 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.329 Design spectral response for short periods (Eq 11.4-3): Sds = 0.368 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.219 Seismic Design Category:D Response Modification Coefficient, R: 3.5 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.385 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)3.05 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.105 Distribution Exponent, k 0.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 26.55 psf 0.028 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 22169 lbs 26.46 feet 22169 2.33 kips 61.63 ft-kips 25.53 psf 0.027 kips/ft 11324 lbs 13.35 feet 11324 1.19 kips 15.89 ft-kips Frame Concentrated Loads Load Elevation 898 lbs 11.00 feet 898 0.09 kips 1.04 ft-kips 1262 lbs 15.46 feet 1262 0.13 kips 2.05 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 35654 lbs --35654 3.75 kips 80.61 ft-kips Frame Base Shear: 3.049 kips 0.050 kips 20.67 feet 0.069 kips 29.58 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads FL 1 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Exterior Wall #1 (Left EW) Loads U21M0716A Carpet Direct ANS 7/6/2021 Page 3 of 6 7/6/2021 A10 of 96 U21M0716A CARPET DIRECT ANS Lateral Calcs. (2)IBC 2018 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:MAIN Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Rigid Frame Ordinary Steel Moment Frames Gable/Single Slope Single Slope Width 107.00 feet Length 165.00 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.00 : 12 Low Eave Height 22.00 feet High Eave Height 30.92 feet Mean Roof Height 26.46 feet Bay Width 25.00 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):25.00 feet Wall Length Exterior Wall #4 (Back SW):25.00 feet Wall Length Interior Wall #5 (Partition):107.00 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.366 1-second period response acceleration, S1 S1 = 0.142 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.51 Site Coefficient Fv:Fv = 2.32 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.552 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.329 Design spectral response for short periods (Eq 11.4-3): Sds = 0.368 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.219 Seismic Design Category:D Response Modification Coefficient, R: 3.5 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.385 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)9.60 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.105 Distribution Exponent, k 0.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 34.13 psf 0.090 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 54292 lbs 26.46 feet 54292 5.70 kips 150.93 ft-kips 33.12 psf 0.087 kips/ft 67945 lbs 13.35 feet 67945 7.14 kips 95.34 ft-kips Frame Concentrated Loads Load Elevation 2200 lbs 11.00 feet 2200 0.23 kips 2.54 ft-kips 3092 lbs 15.46 feet 3092 0.32 kips 5.02 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 127528 lbs --127528 13.40 kips 253.84 ft-kips Frame Base Shear: 9.601 kips FL 2 - 7 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Interior Wall #5 (Partition) Loads U21M0716A Carpet Direct ANS 7/6/2021 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads 0.123 kips 20.67 feet 0.170 kips 29.58 feet Page 4 of 6 7/6/2021 A11 of 96 U21M0716A CARPET DIRECT ANS Lateral Calcs. (4)IBC 2018 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:MAIN Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Rigid Frame Ordinary Steel Moment Frames Gable/Single Slope Single Slope Width 107.00 feet Length 165.00 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.00 : 12 Low Eave Height 22.00 feet High Eave Height 30.92 feet Mean Roof Height 26.46 feet Bay Width 17.75 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):17.75 feet Wall Length Exterior Wall #4 (Back SW):17.75 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.366 1-second period response acceleration, S1 S1 = 0.142 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.51 Site Coefficient Fv:Fv = 2.32 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.552 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.329 Design spectral response for short periods (Eq 11.4-3): Sds = 0.368 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.219 Seismic Design Category:D Response Modification Coefficient, R: 3.5 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.385 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)4.71 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.105 Distribution Exponent, k 0.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 23.57 psf 0.044 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 38547 lbs 26.46 feet 38547 4.05 kips 107.16 ft-kips 22.55 psf 0.042 kips/ft 8493 lbs 13.35 feet 8493 0.89 kips 11.92 ft-kips Frame Concentrated Loads Load Elevation 1562 lbs 11.00 feet 1562 0.16 kips 1.81 ft-kips 2195 lbs 15.46 feet 2195 0.23 kips 3.57 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 50797 lbs --50797 5.34 kips 124.45 ft-kips Frame Base Shear: 4.709 kips FL 8 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Exterior Wall #3 (Right EW) Loads U21M0716A Carpet Direct ANS 7/6/2021 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads 0.087 kips 20.67 feet 0.121 kips 29.58 feet Page 5 of 6 7/6/2021 A12 of 96 U21M0716A CARPET DIRECT ANS Longitudinal Calcs.IBC 2018 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Building Data Input Echo:MAIN Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System X-Bracing Ordinary Steel Concentrically Braced Frames Date : High SW Force Resisting System X-Bracing Gable/Single Slope Single Slope Width 107.00 feet Length 165.00 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.00 : 12 Low Eave Height 22.00 feet High Eave Height 30.92 feet Mean Roof Height 26.46 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):165.00 feet Wall Length Exterior Wall #4 (Back SW):165.00 feet Roof concentrated loads:Wall Length Interior Wall #5 (Partition):107.00 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 0.366 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.142 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.51 Site Coefficient Fv:Fv = 2.32 Max spectral response for short periods (Eq 11.4-1): Sms = 0.552 **Note: Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.329 Design spectral response for short periods (Eq 11.4-3): Sds = 0.368 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.219 Seismic Design Category:D Response Modification Coefficient, R: 3.25 ** System Overstrength Factor, WO:2 ** Deflection Modification Factor, Cd:3.25 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.233 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)43.65 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.113 Distribution Exponent, k 0.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 358325 lbs 26.46 feet 358325 40.55 kips 1072.79 ft-kips Bracing Uniform Loads 11324 lbs 13.35 feet 11324 1.28 kips 17.11 ft-kips Roof Snow:35.00 psf Seismic Dead W:13.86 psf 8493 lbs 13.35 feet 8493 0.96 kips 12.83 ft-kips Total Seismic W:20.86 psf Seismic Factor:0.113 0 lbs 13.35 feet ------Bracing Concentrated Loads Load Elevation 14520 lbs 11.00 feet 14520 1.64 kips 18.07 ft-kips 20405 lbs 15.46 feet 20405 2.31 kips 35.69 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 413067 lbs --413067 46.74 kips 1156.51 ft-kips Bracing Base Shear: 43.654 kips ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. U21M0716A Carpet Direct ANS 7/6/2021 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads 0.822 kips 22.00 feet 1.154 kips 30.92 feet Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads Page 6 of 6 7/6/2021 A13 of 96 U21M0716A CARPET DIRECT ANS Input DataIBC 2018 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Building Data Input:REMNANT Project No.: Description: Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Single Slope Date : Building Width 60.00 feet Building Length 51.00 feet Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW) -1.00 : 12 Low Eave Height (Front SW)22.00 feet High Eave Height (Back SW)27.00 feet Mean Roof Height 24.50 feet FALSE Roof Level Diaphragm Flexible * *Note: Mezzanine Level Diaphragm None * Vertical Distribution Required FALSE Seismic Irregularities Exist FALSE Seismic Data Input: Short period response acceleration, SS Ss = 0.366 **Note: 1-second period response acceleration, S1 S1 = 0.142 Site Classification D ** Roof Loading:***Note: Lateral Frame Self weight (SW)4.00 psf Roof Dead Load (RDL)3.75 psf Roof Collateral Load (CDL)5.00 psf ****Note: Roof Self Weight (Bracing, Beams etc.)0.50 psf Roof Snow (Pf)35.00 psf *** Exterior Wall #1 (Left EW) Loads:Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 60.00 feet Wall Length 60.00 feet Top Elevation 24.50 feet ****Top Elevation 24.50 feet **** Wall Weight 0.00 psf Wall Weight 4.00 psf Exterior Wall #2 (Front SW) Loads:Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 22.00 feet Top Elevation 27.00 feet Wall Weight 4.00 psf Wall Weight 4.00 psf Interior Wall #5 (Partition) Loads:Note: Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 24.50 feet **** Wall Weight 0.00 psf ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses." Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. U21M0716A ANS 7/6/2021 Carpet Direct The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. 20% of flat roof snow load is used in seismic dead load calculations when the flat roof snow load is greater than 30 psf. DO NOT include any snow drift loads in seismic dead load. ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. For Parapets below the Ridge Height on Endwalls the actual Top Elevation must be adjusted. Page 1 of 4 7/6/2021 A14 of 96 U21M0716A CARPET DIRECT ANS Lateral Calcs. (1)IBC 2018 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Frame Description / Location: Project No.: Building Data Input Echo:REMNANT Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Rigid Frame Ordinary Steel Moment Frames Gable/Single Slope Single Slope Width 60.00 feet Length 51.00 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.00 : 12 Low Eave Height 22.00 feet High Eave Height 27.00 feet Mean Roof Height 24.50 feet Bay Width 18.42 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):18.42 feet Wall Length Exterior Wall #4 (Back SW):18.42 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 0.366 1-second period response acceleration, S1 S1 = 0.142 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.51 Site Coefficient Fv:Fv = 2.32 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 0.552 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.329 Design spectral response for short periods (Eq 11.4-3): Sds = 0.368 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.219 Seismic Design Category:D Response Modification Coefficient, R: 3.5 *** System Overstrength Factor, WO:2.5 *** Deflection Modification Factor, Cd:3 *** Building Period Coefficient, Ct:0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.362 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)2.56 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.105 Distribution Exponent, k 0.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 21.95 psf 0.042 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight: Panel Load: Roof Loads 22427 lbs 24.50 feet 22427 2.36 kips 57.73 ft-kips 20.30 psf 0.039 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 1621 lbs 11.00 feet 1621 0.17 kips 1.87 ft-kips 1989 lbs 13.50 feet 1989 0.21 kips 2.82 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 26037 lbs --26037 2.74 kips 62.43 ft-kips Frame Base Shear: 2.557 kips 0.091 kips 20.67 feet 0.110 kips 25.67 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads FL 9 ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Interior Wall #5 (Partition) Loads U21M0716A Carpet Direct DRR 7/9/2021 Page 3 of 4 7/9/2021 A15 of 96 U21M0716A CARPET DIRECT ANS Longitudinal Calcs.IBC 2018 Longitudinal Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number : 2019.02.22 Latest Revision Date : 2/22/2019 Building Data Input Echo:REMNANT Project No.: Description: Occupancy Category II Engineer : Low SW Force Resisting System X-Bracing Ordinary Steel Concentrically Braced Frames Date : High SW Force Resisting System X-Bracing Gable/Single Slope Single Slope Width 60.00 feet Length 51.00 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.00 : 12 Low Eave Height 22.00 feet High Eave Height 27.00 feet Mean Roof Height 24.50 feet Hardwall Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):51.00 feet Wall Length Exterior Wall #4 (Back SW):51.00 feet Roof concentrated loads:Wall Length Interior Wall #5 (Partition):60.00 feet Quantity of Partition Walls (Wall #5): Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* Length of Runway - Aisle #2: Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss = 0.366 Quantity of Cranes - Aisle #3:* 1-second period response acceleration, S1 S1 = 0.142 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa:Fa = 1.51 Site Coefficient Fv:Fv = 2.32 Max spectral response for short periods (Eq 11.4-1): Sms = 0.552 **Note: Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.329 Design spectral response for short periods (Eq 11.4-3): Sds = 0.368 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.219 Seismic Design Category:D Response Modification Coefficient, R: 3.25 ** System Overstrength Factor, WO:2 ** Deflection Modification Factor, Cd:3.25 ** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.220 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)7.93 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.113 Distribution Exponent, k 0.00 Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Wx hx Factor, Cvx Fx M Roof Loads 62106 lbs 24.50 feet 62106 7.03 kips 172.18 ft-kips Bracing Uniform Loads 0 lbs 12.29 feet ------ Roof Snow:35.00 psf Seismic Dead W:14.26 psf 5880 lbs 12.29 feet 5880 0.67 kips 8.18 ft-kips Total Seismic W:21.26 psf Seismic Factor:0.113 0 lbs 12.29 feet ------Bracing Concentrated Loads Load Elevation 4488 lbs 11.00 feet 4488 0.51 kips 5.59 ft-kips 5508 lbs 13.50 feet 5508 0.62 kips 8.41 ft-kips Crane Aisle #1 0 lbs ---------- -- Crane Aisle #2 0 lbs ---------- -- Crane Aisle #3 0 lbs ---------- -- Mezzanine #1 0 lbs ---------- -- Mezzanine #2 0 lbs ---------- -- Totals 77982 lbs --77982 8.82 kips 194.36 ft-kips Bracing Base Shear: 7.927 kips ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force-resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over- strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. U21M0716A Carpet Direct ANS 7/6/2021 Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads Exterior Wall #1 (Left EW) Loads 0.254 kips 22.00 feet 0.312 kips 27.00 feet Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads Page 4 of 4 7/6/2021 A16 of 96 U21M0716A CARPET DIRECT ANS A DIVISION OF NUCOR CORPORATION 4.25 Anchor/Clip Strength:0.15 OK 5.0 Anchor/Clip Stiffness:0.11 OK Nucor Roll Force Design - DM Section 9.3 Live/Snow (psf):35.0 Diaphragm Stiffness:0.55 OK Version: 2020.01.08 (Date: 01/08/20) By NBG-GS Purlin Bracing Strength:0.00 OK Job No.Onslope Roof Distance(ft):107.371 Job Name:Eave to Ridge Distance (ft):107.0 OK Roof Slope (X:12):1.0 Engineer:7 Description:Max Number of Purlins:26 Drift 1 (psf): LEW Frame Offset(ft):0.4167 Drift 2 (psf): REW Frame Offset(ft):1.333 Drift @ Nested Purlins (psf): Ridge to 1st purlin distance(ft):1.333 Unbalanced Ridge Drift(psf): Purlin Spacing (ft.):Ridge Drift Distance (ft.): Ridge to 1st Purlin Dist (ft.): Frame Line or Bay Bay Width (ft.) Bracing Configuration Purlin Groups From Ridge Clip Type Design Checks Purlin Group Purlin Purlin Orientation Purlin Span Type Nested Purlin Thickness (in.) Additional Live/Snow Load (psf) Number of Purlins Distance to the next purlin group(ft.) Eave Strut Connection Type 1 20.00 None 1,2,3,4 AC OK 1 95Z067 UpSlope MultiSpan 62 6 5.0833 2 25.00 None 1,2,3,4 AC OK 2 95Z067 UpSlope MultiSpan 14 5.0833 3 25.00 None 5,6,7,8 AC OK 3 95Z067 UpSlope MultiSpan 1 4.3697 4 25.00 None 5,6,7,8 AC OK 4 95E060 UpSlope MultiSpan 1 0 (2) bolt perp. 5 25.00 None 5,6,7,8 AC OK 5 95Z075 UpSlope MultiSpan 30 6 5.0833 6 25.00 None 5,6,7,8 AC OK 6 95Z075 UpSlope MultiSpan 14 5.0833 7 20.00 None 5,6,7,8 AC OK 7 95Z075 UpSlope MultiSpan 1 4.3697 8 AC OK 8 95E060 UpSlope MultiSpan 1 0 (2) bolt perp. 9 9 10 10 Roof Panel Type: Clip Type/ThermalBlocks: Maximum Unity ChecksTypical Service Loading Roof Layout Data Misc. Settings U21M0716A Carpet Direct ANS MAIN No. of Bays: Dead (psf): Col (psf): LRFD Canada Brace Located Above Highest Purlin Bracing In Every Purlin Space Tall Clip CFR "Roll Lock" Seam 24 Ga. A17 of 96 U21M0716A CARPET DIRECT ANS Detailed Roll-Force/Purlin Bracing Output Balanced Load Check Frame Line Total Required Anchorage Load (lb.) Maximum Force (lb.) Maximum Unity Check Req'd Load if failing(lb.) Maximum Displacement (in.) Maximum Unity Check Req'd Load if failing(lb.) Rake Ext/Bay Mid-Span Deflection (in.) Maximum Unity Check Req'd Distributed Load if failing(PLF) Maximum Unity Check Req'd Brace Load if failing(lb.)Available Load (lb.) Unity Check 1 2348 205 0.15 0 0.03 0.11 0 LEW Rake Extension 0.00 0.00 0.00 0.00 0 0 0.00 2 -1624 -142 0.07 0 0.03 0.11 0 1 0.31 0.46 0.00 0.00 0 0 0.00 3 1984 191 0.14 0 0.01 0.05 0 2 0.45 0.55 0.00 0.00 0 0 0.00 4 1967 179 0.13 0 0.01 0.04 0 3 0.45 0.53 0.00 0.00 0 0 0.00 5 1967 179 0.13 0 0.01 0.04 0 4 0.45 0.53 0.00 0.00 0 0 0.00 6 1967 179 0.13 0 0.01 0.04 0 5 0.45 0.53 0.00 0.00 0 0 0.00 7 -805 -72 0.03 0 0.01 0.04 0 6 0.45 0.53 0.00 0.00 0 0 0.00 8 2229 194 0.14 0 0.02 0.08 0 7 0.30 0.45 0.00 0.00 0 0 0.00 9 0 0 0.00 0 0.00 0.00 0 REW Rake Extension 0.00 0.00 0.00 0.00 0 0 0.00 10 0 0 0.00 0 0.00 0.00 0 9 0.00 0.00 0.00 0.00 0 0 0.00 11 0 0 0.00 0 0.00 0.00 0 10 0.00 0.00 0.00 0.00 0 0 0.00 12 0 0 0.00 0 0.00 0.00 0 11 0.00 0.00 0.00 0.00 0 0 0.00 13 0 0 0.00 0 0.00 0.00 0 12 0.00 0.00 0.00 0.00 0 0 0.00 14 0 0 0.00 0 0.00 0.00 0 13 0.00 0.00 0.00 0.00 0 0 0.00 15 0 0 0.00 0 0.00 0.00 0 14 0.00 0.00 0.00 0.00 0 0 0.00 16 0 0 0.00 0 0.00 0.00 0 15 0.00 0.00 0.00 0.00 0 0 0.00 17 0 0 0.00 0 0.00 0.00 0 16 0.00 0.00 0.00 0.00 0 0 0.00 18 0 0 0.00 0 0.00 0.00 0 17 0.00 0.00 0.00 0.00 0 0 0.00 19 0 0 0.00 0 0.00 0.00 0 18 0.00 0.00 0.00 0.00 0 0 0.00 20 0 0 0.00 0 0.00 0.00 0 19 0.00 0.00 0.00 0.00 0 0 0.00 21 0 0 0.00 0 0.00 0.00 0 20 0.00 0.00 0.00 0.00 0 0 0.00 22 0 0 0.00 0 0.00 0.00 0 21 0.00 0.00 0.00 0.00 0 0 0.00 23 0 0 0.00 0 0.00 0.00 0 22 0.00 0.00 0.00 0.00 0 0 0.00 24 0 0 0.00 0 0.00 0.00 0 23 0.00 0.00 0.00 0.00 0 0 0.00 25 0 0 0.00 0 0.00 0.00 0 24 0.00 0.00 0.00 0.00 0 0 0.00 26 0 0 0.00 0 0.00 0.00 0 25 0.00 0.00 0.00 0.00 0 0 0.00 27 0 0 0.00 0 0.00 0.00 0 26 0.00 0.00 0.00 0.00 0 0 0.00 28 0 0 0.00 0 0.00 0.00 0 27 0.00 0.00 0.00 0.00 0 0 0.00 29 0 0 0.00 0 0.00 0.00 0 28 0.00 0.00 0.00 0.00 0 0 0.00 30 0 0 0.00 0 0.00 0.00 0 29 0.00 0.00 0.00 0.00 0 0 0.00 31 0 0 0.00 0 0.00 0.00 0 30 0.00 0.00 0.00 0.00 0 0 0.00 32 0 0 0.00 0 0.00 0.00 0 31 0.00 0.00 0.00 0.00 0 0 0.00 33 0 0 0.00 0 0.00 0.00 0 32 0.00 0.00 0.00 0.00 0 0 0.00 34 0 0 0.00 0 0.00 0.00 0 33 0.00 0.00 0.00 0.00 0 0 0.00 35 0 0 0.00 0 0.00 0.00 0 34 0.00 0.00 0.00 0.00 0 0 0.00 36 0 0 0.00 0 0.00 0.00 0 35 0.00 0.00 0.00 0.00 0 0 0.00 37 0 0 0.00 0 0.00 0.00 0 36 0.00 0.00 0.00 0.00 0 0 0.00 38 0 0 0.00 0 0.00 0.00 0 37 0.00 0.00 0.00 0.00 0 0 0.00 39 0 0 0.00 0 0.00 0.00 0 38 0.00 0.00 0.00 0.00 0 0 0.00 40 0 0 0.00 0 0.00 0.00 0 39 0.00 0.00 0.00 0.00 0 0 0.00 Purlin Bracing StrengthAnchor Strength Anchor Stiffness Diaphragm Stiffness A18 of 96 U21M0716A CARPET DIRECT ANS A DIVISION OF NUCOR CORPORATION 4.25 Anchor/Clip Strength:0.12 OK 5.0 Anchor/Clip Stiffness:0.09 OK Nucor Roll Force Design - DM Section 9.3 Live/Snow (psf):35.0 Diaphragm Stiffness:0.16 OK Version: 2020.01.08 (Date: 01/08/20) By NBG-GS Purlin Bracing Strength:0.43 OK Job No.Onslope Roof Distance(ft):60.208 Job Name:Eave to Ridge Distance (ft):60.0 OK Roof Slope (X:12):1.0 Engineer:2 Description:Max Number of Purlins:13 Drift 1 (psf): LEW Frame Offset(ft):0 Drift 2 (psf): REW Frame Offset(ft):0.333 Drift @ Nested Purlins (psf): Ridge to 1st purlin distance(ft):1.333 Unbalanced Ridge Drift(psf): Purlin Spacing (ft.):Ridge Drift Distance (ft.): Ridge to 1st Purlin Dist (ft.): Frame Line or Bay Bay Width (ft.) Bracing Configuration Purlin Groups From Ridge Clip Type Design Checks Purlin Group Purlin Purlin Orientation Purlin Span Type Nested Purlin Thickness (in.) Additional Live/Snow Load (psf) Number of Purlins Distance to the next purlin group(ft.) Eave Strut Connection Type 1 15.50 38-24-38 1,2,3 AC OK 1 95Z075 UpSlope MultiSpan 10 5.0833 2 15.50 38-24-38 1,2,3 AC OK 2 95Z075 UpSlope MultiSpan 1 4.369792 3 AC OK 3 95E060 UpSlope MultiSpan 1 0 (2) bolt perp. 4 4 5 5 6 6 7 7 8 8 9 9 10 10 Roof Panel Type: Clip Type/ThermalBlocks: Maximum Unity ChecksTypical Service Loading Roof Layout Data Misc. Settings U21M0716A Carpet Direct ANS REMNANT No. of Bays: Dead (psf): Col (psf): LRFD Canada Brace Located Above Highest Purlin Bracing In Every Purlin Space Tall Clip CFR "Roll Lock" Seam 24 Ga. A19 of 96 U21M0716A CARPET DIRECT ANS Detailed Roll-Force/Purlin Bracing Output Balanced Load Check Frame Line Total Required Anchorage Load (lb.) Maximum Force (lb.) Maximum Unity Check Req'd Load if failing(lb.) Maximum Displacement (in.) Maximum Unity Check Req'd Load if failing(lb.) Rake Ext/Bay Mid-Span Deflection (in.) Maximum Unity Check Req'd Distributed Load if failing(PLF) Maximum Unity Check Req'd Brace Load if failing(lb.)Available Load (lb.) Unity Check 1 368 59 0.04 0 0.01 0.02 0 LEW Rake Extension 0.00 0.00 0.00 0.00 0 0 0.00 2 1066 166 0.12 0 0.02 0.09 0 1 0.16 0.16 0.00 0.43 0 0 0.00 3 366 58 0.04 0 0.01 0.02 0 2 0.16 0.16 0.00 0.43 0 0 0.00 4 0 0 0.00 0 0.00 0.00 0 REW Rake Extension 0.00 0.00 0.00 0.00 0 0 0.00 5 0 0 0.00 0 0.00 0.00 0 4 0.00 0.00 0.00 0.00 0 0 0.00 6 0 0 0.00 0 0.00 0.00 0 5 0.00 0.00 0.00 0.00 0 0 0.00 7 0 0 0.00 0 0.00 0.00 0 6 0.00 0.00 0.00 0.00 0 0 0.00 8 0 0 0.00 0 0.00 0.00 0 7 0.00 0.00 0.00 0.00 0 0 0.00 9 0 0 0.00 0 0.00 0.00 0 8 0.00 0.00 0.00 0.00 0 0 0.00 10 0 0 0.00 0 0.00 0.00 0 9 0.00 0.00 0.00 0.00 0 0 0.00 11 0 0 0.00 0 0.00 0.00 0 10 0.00 0.00 0.00 0.00 0 0 0.00 12 0 0 0.00 0 0.00 0.00 0 11 0.00 0.00 0.00 0.00 0 0 0.00 13 0 0 0.00 0 0.00 0.00 0 12 0.00 0.00 0.00 0.00 0 0 0.00 14 0 0 0.00 0 0.00 0.00 0 13 0.00 0.00 0.00 0.00 0 0 0.00 15 0 0 0.00 0 0.00 0.00 0 14 0.00 0.00 0.00 0.00 0 0 0.00 16 0 0 0.00 0 0.00 0.00 0 15 0.00 0.00 0.00 0.00 0 0 0.00 17 0 0 0.00 0 0.00 0.00 0 16 0.00 0.00 0.00 0.00 0 0 0.00 18 0 0 0.00 0 0.00 0.00 0 17 0.00 0.00 0.00 0.00 0 0 0.00 19 0 0 0.00 0 0.00 0.00 0 18 0.00 0.00 0.00 0.00 0 0 0.00 20 0 0 0.00 0 0.00 0.00 0 19 0.00 0.00 0.00 0.00 0 0 0.00 21 0 0 0.00 0 0.00 0.00 0 20 0.00 0.00 0.00 0.00 0 0 0.00 22 0 0 0.00 0 0.00 0.00 0 21 0.00 0.00 0.00 0.00 0 0 0.00 23 0 0 0.00 0 0.00 0.00 0 22 0.00 0.00 0.00 0.00 0 0 0.00 24 0 0 0.00 0 0.00 0.00 0 23 0.00 0.00 0.00 0.00 0 0 0.00 25 0 0 0.00 0 0.00 0.00 0 24 0.00 0.00 0.00 0.00 0 0 0.00 26 0 0 0.00 0 0.00 0.00 0 25 0.00 0.00 0.00 0.00 0 0 0.00 27 0 0 0.00 0 0.00 0.00 0 26 0.00 0.00 0.00 0.00 0 0 0.00 28 0 0 0.00 0 0.00 0.00 0 27 0.00 0.00 0.00 0.00 0 0 0.00 29 0 0 0.00 0 0.00 0.00 0 28 0.00 0.00 0.00 0.00 0 0 0.00 30 0 0 0.00 0 0.00 0.00 0 29 0.00 0.00 0.00 0.00 0 0 0.00 31 0 0 0.00 0 0.00 0.00 0 30 0.00 0.00 0.00 0.00 0 0 0.00 32 0 0 0.00 0 0.00 0.00 0 31 0.00 0.00 0.00 0.00 0 0 0.00 33 0 0 0.00 0 0.00 0.00 0 32 0.00 0.00 0.00 0.00 0 0 0.00 34 0 0 0.00 0 0.00 0.00 0 33 0.00 0.00 0.00 0.00 0 0 0.00 35 0 0 0.00 0 0.00 0.00 0 34 0.00 0.00 0.00 0.00 0 0 0.00 36 0 0 0.00 0 0.00 0.00 0 35 0.00 0.00 0.00 0.00 0 0 0.00 37 0 0 0.00 0 0.00 0.00 0 36 0.00 0.00 0.00 0.00 0 0 0.00 38 0 0 0.00 0 0.00 0.00 0 37 0.00 0.00 0.00 0.00 0 0 0.00 39 0 0 0.00 0 0.00 0.00 0 38 0.00 0.00 0.00 0.00 0 0 0.00 40 0 0 0.00 0 0.00 0.00 0 39 0.00 0.00 0.00 0.00 0 0 0.00 Purlin Bracing StrengthAnchor Strength Anchor Stiffness Diaphragm Stiffness A20 of 96 U21M0716A CARPET DIRECT ANS Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Select Brace Type: Design Method, (ASD/LRFD/LSD):ASD Applied Loads:Height Load Magnitude (kip) by Load Case Load Location:(ft.)WL EQ CR CS Tier Height, h :22.0000 8.200 14.810 Load Combinations:Load Case Combination Name:Comb. #Active ASR WL EQ CR CS 0.6 WL 1 Y 1.00 0.600 0.7 ρ EQ (ABC, ρ=1.0) 2 Y 1.00 0.700 0.7 ρ EQ (DEF, ρ=1.3) 3 Y 1.00 0.910 0.7 Ω EQ (CDEF Special) 4 Y 1.20 1.400 0.5 (0.6 WL) + CR 5 N 1.00 0.300 1.000 CS 6 N 1.50 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load Horiz. Vert. Case (+ = Right) (+ = Up) WL -8.200 -7.216 EQ -14.810 -13.033 CR CS per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) Version: 2017.10.16 (Date: 10/16/17) By NBS-GS U21M0716A SIDEWALLS ANS 7/9/2021 2 A21 of 96 U21M0716A CARPET DIRECT ANS Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Bracing Components (AISC 14th Edition)Date : General Information: Select Brace Type: Design Method, (ASD/LRFD/LSD):ASD *Note: Brace Critical Load: (a) Allowable Stress Ratio, ASR: 1.20 Applied Load:(0.7 Ω EQ (CDEF Special))20.734 kips.* Brace Geometry: Select Brace Size: No. of Braces, n :1 Module Width, b :25.0000 ft. Tier Height, h :22.0000 ft. Column Properties: Section Designation: None Web Depth, dw: (WF = Total Depth, d)-- in. Web Thickness, tw: -- in. Flange Width, bf: -- in. Flange Thickness, tf: -- in. Brace w/ Hillside Washer Results:OK Tot. Lateral Drift:0.368 Memb. Mat. Member Axial Axial Stress Min. tw Brace Lateral ID Orient.Elev.Code Description (k)Allowed Ratio (in.)Elong.Drift (in.) B1 / Tier a RB0 1 1/4" Rod 26.726 37.465 0.713 0.400 0.285 0.368 B2 \ Tier a RB0 1 1/4" Rod 26.726 37.465 0.713 0.400 0.285 0.368 Gusset Plate Connection Results:OK Gusset Plate Information Memb. Weld Gusset Mat. Member Min. tw Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (tg)(in.)(db) U21M0716A SIDEWALLS ANS 7/9/2021 Long. Brace (SW) RB0 - 1¼" Rod Version: 2017.10.16 (Date: 10/16/17) By NBS-GS per MBMA Research Project 506 (© 1992) & AISC Steel Construction Manual (14th Edition) The “Applied Horizontal Load” shall be the resultant from the controlling load combination including combinations with over- strength factors for connection analysis. Clevis Connection Required! Manual Load Input! Rotate Column 90° Single Double 2 A22 of 96 U21M0716A CARPET DIRECT ANS "BEAM ANALYZER.xls" Version 2.3 SINGLE-SPAN BEAM ANALYSIS For Simple, Propped, Fixed, or Cantilever Beams Job Name:Subject:PARAPET Job Number:Originator:ANS Checker: Input Data: c e Beam Data:Simple Beam b Span Type?Cantilever a Span, L =3.5383 ft.Propped Beam +P +M +we Modulus, E =29000 ksi +wb Inertia, I =463.00 in.^4 Fixed Beam +w E,I L Beam Loadings:Cantilever Beam RL x RR Full Uniform:Nomenclature w =0.5063 kips/ft. . End Results: Distributed:b (ft.)wb (kips/ft.)e (ft.)we (kips/ft.)Reactions: #1:RL =N.A.RR =1.79 k #2:ML =N.A.MR =-3.17 ft-k #3:Maximum Moments: #4:+M(max) =0.00 ft-k @ x =0.00 ft. #5:-M(max) =-3.17 ft-k @ x =3.54 ft. #6:Maximum Deflections: #7:-D(max) =-0.001 in.@ x =0.00 ft. #8:+D(max) =0.000 in.@ x =0.00 ft. D(ratio) =L/32662 Point Loads:a (ft.)P (kips) #1: #2: #3: #4: #5: #6: #7: #8: #9: #10: #11: #12: #13: #14: #15: Moments:c (ft.)M (ft-kips) #1: #2: #3: #4: CARPET DIRECT U21M0716A -2.0 -1.8 -1.6 -1.4 -1.2 -1.0 -0.8 -0.6 -0.4 -0.2 0.0 0. 0 0 0. 2 1 0. 4 2 0. 6 4 0. 8 5 1. 0 6 1. 2 7 1. 4 9 1. 7 0 1. 9 1 2. 1 2 2. 3 4 2. 5 5 2. 7 6 2. 9 7 3. 1 8 3. 4 0 Sh e a r ( k i p s ) x (ft.) Shear Diagram -3.5 -3.0 -2.5 -2.0 -1.5 -1.0 -0.5 0.0 0. 0 0 0. 2 1 0. 4 2 0. 6 4 0. 8 5 1. 0 6 1. 2 7 1. 4 9 1. 7 0 1. 9 1 2. 1 2 2. 3 4 2. 5 5 2. 7 6 2. 9 7 3. 1 8 3. 4 0 Mo m e n t ( f t - k i p s ) x (ft.) Moment Diagram 1 of 1 7/8/2021 2:12 PM A23 of 96 U21M0716A CARPET DIRECT ANS Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : BEAM-COLUMN S.S. (AISC 15th Edition)Date : MAIN REPORT: DESIGN SUMMARY Version: 2018.09.12 (Date: 09/12/18) By NBG-GS Span and Loading Conditions PARAPET STUB Remarks Member Length Lbx ft.3.54 Assumes Lbx = L Unbraced Length - Minor Lby ft.3.54 FALSE FALSE FALSE FALSE <= See cell comment & Chapter G. a in.<= See cell comment & Section G2. Cb 1.000 1.000 1.000 1.000 <= See cell comment Kx 2.100 1.000 1.000 1.000 Ky 1.000 1.000 1.000 1.000 Kz 1.000 1.000 1.000 1.000 <= See cell comment Section Geometry Select Wide-flange or Built-up Section:WF None None None Section Description:W8X18 -- -- -- W8X18 Total Depth d in.8.140 -- -- -- Web Thickness tw in.0.230 -- -- -- Outside Flange Width bof in.5.250 -- -- -- Outside Flange Thickness tof in.0.330 -- -- -- Inside Flange Width bif in.5.250 -- -- -- Inside Flange Thickness tif in.0.330 -- -- -- Material Information Material Strength Fy ksi 50 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fyf ksi 50 55 55 55 Web Yield Strength Fyw ksi 50 55 55 55 Ultimate Strength Fu ksi 65 70 70 70 Applied Loads Factor of Safety (Allowable Stress Factor)Sf 1.000 1.000 1.000 1.000 Axial (compression => + pos., tension => - neg.)Pa kips 2.000 Shear (absolute value)Vx kips 2.000 Major Axis (x-axis) Moment (outside flange in compression => + pos.)Mx ft-kip 4.000 Shear (absolute value)Vy kips Minor Axis (y-axis) Moment (absolute value)My ft-kip Design Results:OK -- -- --Remarks ASD Combined Strength Ratio CSR 0.103 -- -- -- Eq. H1-1a or H1-1b ASD Shear Strength Ratio (x-axis)Vrx/Vcx 0.063 -- -- --Major Axis (x-axis) ASD Shear Strength Ratio (y-axis)Vry/Vcy 0.000 -- -- -- Minor Axis (y-axis) Deflection Results (Major-axis)OK -- -- --Remarks Deflection Limits (about x-axis)L / 180 L / 180 L / 180 L / 180 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about x-axis)Dmax in. 0.236 in. 0.000 in. 0.000 in. 0.000 in. Dx-axis in.0.005 in. -- -- -- Dx-axis ≤ Dmax Deflection Results (Minor-axis)OK -- -- --Remarks Deflection Limits (about y-axis)L / 180 L / 180 L / 180 L / 180 Limits as numerals (i.e. 360 = L/360) Maximum Deflection (about y-axis)Dmax in. 0.236 in. 0.000 in. 0.000 in. 0.000 in. Dy-axis in.0.000 in. -- -- -- Dy-axis ≤ DmaxMember Deflection (about y-axis) ASD Kz Factor GENERAL INFORMATION (Enter Data In Gray Shaded Cells!) Ky Factor Consideration of Tension Field Action for Shear Clear Distance between Transverse Stiffeners Lateral-torsional buckling factor Kx Factor Enter WF-Section: U21M0716A CARPET DIRECT ANS 7/9/2021 Member Deflection (about x-axis) Applied Loading includes second order effects. A24 of 96 U21M0716A CARPET DIRECT ANS Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 15th Edition)Date : General Information: Design Method, (ASD / LRFD):ASD Allowable Stress Ratio, ASR:1.00 Applied Loads: Required Axial Strength, P r :2.000 kips. Required Shear Strength, V r :2.000 kips. Required Moment Strength, M r :4.000 ft-kips. Required Column Axial Strength, Prc:kips. Bolt Information: Bolt Material:A325 Bolt Diameter, d b :¾"ø Pretensioned? Bolt Dimensions: Bolt Gage, g :3.5 in. Bolt Dimension, P fi : 1.25 in. Bolt Dimension, P b : -- in. Bolt Spacing, S :-- in. Section Geometry: Left Beam Slope:0.00:12 Right Section Designation:BU Section BU Section Web Depth, d w : (WF = Total Depth, d )51.0 in.11.5 in. Web Thickness, t w :0.313 in.0.25 in. Flange Width, b f :10.0 in.6.5 in. Outside Flange Thickness, t of :0.75 in.0.25 in. Inside Flange Thickness, t if :0.5 in.0.25 in. Column Stiffener Information: Stiffener Designation:F5.50 Beam-To-Col. Beam-To-Beam Stiffener to Web Weld:FWS3 End-Plate Information: Plate Width, b p :10.0 in. Plate Width, b p :6.5 in. Plate Thickness, t p :0.5 in. Plate Thickness, t p :0.4 in. Plate Yield Strength, F py :50.0 ksi. Plate Yield Strength, F py :50.0 ksi. tp required for "Thick Plate" behavior: 0.179 in. tp required for "Thick Plate" behavior: 0.2066 in. Weld Information:Weld Information: Plate Flange Weld: FWD3 Plate Flange Weld: FWD3 Plate Web Weld: FWS4 Plate Web Weld: WP13 End-Plate Stiffener Information:End-Plate Stiffener Information: Stiffener Designation: None Stiffener Designation: None Stiffener Weld: None Stiffener Weld: None Stiffener Length:-- in.Stiffener Length:-- in. Design Results OK Warnings Plate Yield Ratio (Left End-Plate):0.118 Plate Yield Ratio (Right End-Plate):0.241 Bolt Tension & Shear Ratio: 0.142 Beam Weld Ratio (Left End-Plate):0.074 Beam Weld Ratio (Right End-Plate):0.062 Stiffener Ratio (Left End-Plate):-- Stiffener Ratio (Right End-Plate):-- Column Stiffener Ratio: 0.700 Column Web Panel Zone Shear:0.015 Version: 2020.03.20 (Date: 03/20/20) By NBG-GS per AISC Moment End-Plate Connections (Design Guide 16) & AISC Steel Construction Manual (15th Edition) U21M0716A PARAPET CONNECTION ANS 7/8/2021 Check Box if Yes A25 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job # : U21M0716A Job Name : CARPET DIRECT Frame : FL 1 Date : 7/7/2021 Designer : BG\ariel.silva File : E11.nfr App Version : 1.4.137.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : EMS Frame width : 107.00 Ft. Bay width : 10.21 Ft. LEFT RIGHT Dim to ridge : 107.00 Ft. 0.00 Ft. Roof slope : 1.00/12 0.00/12 Eave height : 22.00 Ft. 30.92 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 17.0000,3@20.0000,18.5000,11.5000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H COL03 - Bottom V H COL04 - Bottom V H COL05 - Bottom V H COL06 - Bottom V H COL07 - Top H Bottom V H Column Bracing: WP1 Girt Brace : Y Y Y N Flange Brace : 2 2 2 0 Location (ft): 7.0 13.0 18.0 21.4 WP2 Girt Brace : Y Y Y N Flange Brace : 2 2 2 0 Location (ft): 7.0 13.0 18.0 22.7 WP3 Girt Brace : Y Y Y Y N Flange Brace : 2 2 2 2 0 Location (ft): 7.0 13.0 18.0 22.0 24.3 WP4 Girt Brace : Y Y Y Y N Flange Brace : 2 2 2 2 0 Location (ft): 7.0 13.0 18.0 22.0 26.0 WP5 Girt Brace : Y Y Y Y N Flange Brace : 2 2 2 2 0 Location (ft): 7.0 13.0 18.0 22.0 27.7 WP6 Girt Brace : Y Y Y Y Y N Flange Brace : 2 2 2 2 2 0 Location (ft): 7.0 13.0 18.0 22.0 27.0 29.2 WP7 Girt Brace : Y Y Y Y Y N Flange Brace : 2 2 2 2 2 0 Location (ft): 7.0 13.0 18.0 22.0 27.0 30.1 Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2018 Risk Category : II-Standard Buildings AISC Specification : 2016 ASD L O A D S (Psf) Roof Dead load : 4.25 Roof Coll load : 5.00 Roof Live load : 20.00 Roof Snow load : 35.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.366 S1 = 0.142 Seismic Design Category = A Site Class = D R = 3.50 Cd = 3.00 Sds = 0.368 Sd1 = 0.219 rho = 1.30 omega = 3.000 Is Building Irregular = False Roof Seismic Factor : 0.105 PSF Floor Seismic Factor : 0.105 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 26.48 Psf Building is Enclosed Wind pressure coefficients Is End Bay? True C1 C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 A26 of 96 U21M0716A CARPET DIRECT ANS W1L -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W2L -0.610 0.000 -0.710 -1.250 0.000 0.430 W5B -0.300 0.000 -0.890 -0.350 0.000 -0.300 W5F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COL01 23.10 -27.13 COL02 21.78 -24.16 COL03 21.45 -23.83 COL04 21.45 -23.83 COL05 21.45 -23.83 COL06 21.73 -24.11 COL07 23.14 -27.22 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -33.89 Pressure 100.00 16.00 Suction 100.00 -33.89 Edge Zone Pressure 10.00 16.00 Suction 10.00 -39.19 Pressure 100.00 16.00 Suction 100.00 -36.54 Tributary Widths Panel Trib. Width (ft) WP1 9.17 WP2 17.83 WP3 20.00 WP4 20.00 WP5 19.25 WP6 14.33 WP7 6.42 RP1 10.21 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.043 -0.043 0.000 107.000 COL RP1 -0.051 -0.051 0.000 107.000 SL RP1 -0.357 -0.357 0.000 107.000 RLL RP1 -0.204 -0.204 0.000 107.000 W1R RP1 -0.241 -0.241 0.000 107.000 W1L RP1 -0.095 -0.095 0.000 107.000 W2R RP1 -0.338 -0.338 0.000 107.000 W2L RP1 -0.192 -0.192 0.000 107.000 W5B RP1 -0.373 -0.373 0.000 107.000 W5B WP1 0.212 0.212 0.000 22.111 W5B WP2 0.388 0.388 0.000 23.420 W5B WP3 0.429 0.429 0.000 25.083 W5B WP4 0.429 0.429 0.000 26.750 W5B WP5 0.413 0.413 0.000 28.420 W5B WP6 0.311 0.311 0.000 29.960 W5B WP7 0.149 0.149 0.000 30.810 W5F RP1 -0.373 -0.373 0.000 107.000 W5F WP1 -0.249 -0.249 0.000 22.111 W5F WP2 -0.431 -0.431 0.000 23.420 W5F WP3 -0.477 -0.477 0.000 25.083 W5F WP4 -0.477 -0.477 0.000 26.750 W5F WP5 -0.459 -0.459 0.000 28.420 W5F WP6 -0.346 -0.346 0.000 29.960 W5F WP7 -0.175 -0.175 0.000 30.810 EQR RP1 0.028 0.028 0.000 107.000 EQL RP1 -0.028 -0.028 0.000 107.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R SPAN1 2.522 0.000 0.000 1.667 W1R SPAN6 1.171 0.000 0.000 105.333 W1L SPAN1 -0.769 0.000 0.000 1.667 W1L SPAN6 -3.409 0.000 0.000 105.333 W2R SPAN1 1.415 0.000 0.000 1.667 W2R SPAN6 2.724 0.000 0.000 105.333 W2L SPAN1 -1.876 0.000 0.000 1.667 W2L SPAN6 -1.855 0.000 0.000 105.333 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SL RP1 -0.460 -0.460 75.667 107.000 P-1 PARAPET DRIFT ----------------------------------------- A27 of 96 U21M0716A CARPET DIRECT ANS L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+COL+0.60W1L 8) 1.00 SW+RDL+COL+0.60W2L 9) 1.00 SW+RDL+COL+0.60W1R 10) 1.00 SW+RDL+COL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 23) 1.00 SW+RDL+COL+0.60W5B 24) 1.00 SW+RDL+COL+0.60W5F 25) 1.00 0.60SW+0.60RDL+0.60W5B 26) 1.00 0.60SW+0.60RDL+0.60W5F 27) 1.00 SW+RDL+COL+0.75SL+0.45W5B 28) 1.00 SW+RDL+COL+0.75SL+0.45W5F 29) 1.00 SW+RDL+COL+0.75RLL+0.45W5B 30) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 31) 1.00 1.05SW+1.05RDL+1.05COL+0.91EQL 32) 1.00 1.05SW+1.05RDL+1.05COL+0.91EQR 33) 1.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL 34) 1.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQR 35) 1.00 0.55SW+0.55RDL+0.67EQL 36) 1.00 0.55SW+0.55RDL+0.67EQR * Omega factors applied per Special Seismic Combinations. A28 of 96 U21M0716A CARPET DIRECT ANS Job : U21M0716A CARPET DIRECT NUCOR BUILDINGS GROUP Date: 07-08-21 Page: 1 Frame: FL 1 By : BG\ariel.silva File: E11 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio ------------------------------------------------------------------------------------------------------------------------------------ RAF01 WF1214 W12x 14 50.0 4 4a -0.1 0.00 15.0 0.42 0.43 4 6 -3.56 0.08 RAF02 WF1022 W10x 22 50.0 4 9b -0.0 0.00 23.8 0.38 0.38 3 12 -4.86 0.10 RAF03 WF1022 W10x 22 50.0 4 15a -0.2 0.00 24.1 0.38 0.38 4 18 -4.98 0.10 RAF04 WF1022 W10x 22 50.0 4 21a -0.2 0.00 24.2 0.38 0.38 4 24 -4.95 0.10 RAF05 WF1214 W12x 14 50.0 4 29a -0.2 0.00 39.8 0.94 0.94 4 25 8.92 0.21 RAF06 WF1214 W12x 14 50.0 4 36a -0.2 0.00 11.6 0.27 0.28 3 39 -3.60 0.08 COL01 WF810 W 8x 10 50.0 26 45a 1.8 0.02 -7.1 0.48 0.49 24 46b 1.33 0.05 COL02 WF810 W 8x 10 50.0 24 53a 1.9 0.02 -13.9 0.94 0.96 24 54b 2.33 0.09 COL03 WF818 W 8x 18 50.0 24 62a 2.0 0.01 -18.2 0.52 0.52 24 64b 3.16 0.08 COL04 WF818 W 8x 18 50.0 24 68a 1.9 0.01 -21.1 0.60 0.61 24 72b 3.15 0.08 COL05 WF818 W 8x 18 50.0 24 76a 1.9 0.01 -23.1 0.66 0.66 24 81b 3.02 0.08 COL06 WF818 W 8x 18 50.0 24 85a 1.4 0.01 -19.0 0.54 0.55 24 91b 2.82 0.08 COL07 WF818 W 8x 18 50.0 24 95a 0.3 0.00 -10.6 0.30 0.30 24 101b 1.40 0.04 Frame Weight (lbs) = 4661 Deflections (in): 10 yr Wind dx = -0.01 = H/ 374 WIND CASE 2 TO LEFT Seismic dx = 0.01 = H/ 9999 SEISMIC TO RIGHT Story Drift = 0.04 = 0.000H SEISMIC TO RIGHT Stability Coefficient = 0.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL Stability Ratio = 0.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL Fundamental Period = 0.0998 Single Story Period Maximum dx = -0.01 = H/ 9999 0.60SW+0.60RDL+0.60W2L Maximum dy = -0.97 = L/ 228 @ MOD 5, SW+RDL+COL+SL Max. Live dy = -0.86 = L/ 259 @ MOD 5, LIVE ON LEFT AND RIGHT E/W col dx = 1.50 = L/ 214 @ COL05, SW+RDL+COL+0.75SL+0.45W5B A29 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job # : U21M0716A Job Name : CARPET DIRECT Frame : FL 1 Date : 7/7/2021 Designer : BG\ariel.silva File : E11.nfr App Version : 1.4.137.0 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Pinned Column Cap from COL01 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.500-S 23 1.8 1.3 0.0 0.01 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.500-S 23 3.3 2.3 0.0 0.02 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.500-S 23 3.7 3.2 0.0 0.03 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL04 to RAF03 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.500-S 23 3.7 3.1 -0.0 0.03 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL05 to RAF04 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.500-S 23 3.6 3.0 0.0 0.03 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL06 to RAF05 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.500-S 23 2.7 2.8 0.0 0.02 ------------------------------------------------------------------------------------------------------------------------------------- Pinned Column Cap from COL07 to RAF06 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio ------------------------------------------------------------------------------------------------------------------------------------- F8.38 4-0.500-S 23 1.1 1.4 0.0 0.01 ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 22 1.00 0.60SW+0.60RDL+0.60W5B 23 1.00 0.60SW+0.60RDL+0.60W5F 24 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5B 25 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5F 26 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5B 27 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5F 28 1.00 1.051SW+1.051RDL+1.051COL+0.91EQL 29 1.00 1.051SW+1.051RDL+1.051COL+0.91EQR A30 of 96 U21M0716A CARPET DIRECT ANS 30 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQL 31 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQR 32 1.00 0.547SW+0.547RDL+0.67EQL 33 1.00 0.547SW+0.547RDL+0.67EQR A31 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job # : U21M0716A Job Name : CARPET DIRECT Frame : FL 2 - 7 Date : 7/6/2021 Designer : BG\ariel.silva File : F11.nfr App Version : 1.4.137.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RCS Frame width : 107.00 Ft. Bay width : 25.00 Ft. LEFT RIGHT Dim to ridge : 107.00 Ft. 0.00 Ft. Roof slope : 1.00/12 0.00/12 Eave height : 22.00 Ft. 30.92 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 5.00 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 2.54 Ft. Col. spacing : 107.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace : Y Y Y Flange Brace : 2 2 0 Location (ft): 7.0 13.0 18.0 WP2 Girt Brace : Y Y Y Y Y Y Flange Brace : 2 0 2 2 2 0 Location (ft): 7.0 10.0 13.0 18.0 22.0 27.0 Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2018 Risk Category : II-Standard Buildings AISC Specification : 2016 ASD L O A D S (Psf) Roof Dead load : 4.25 Roof Coll load : 5.00 Roof Live load : 12.00 Roof Snow load : 35.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.366 S1 = 0.142 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.368 Sd1 = 0.219 rho = 1.30 omega = 3.000 Is Building Irregular = False Roof Seismic Factor : 0.105 PSF Floor Seismic Factor : 0.105 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 26.48 Psf Building is Enclosed Wind pressure coefficients Is End Bay? False C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 RP1 25.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- Load On Start End Start End A32 of 96 U21M0716A CARPET DIRECT ANS Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.106 -0.106 0.000 107.000 COL RP1 -0.125 -0.125 0.000 107.000 SL RP1 -0.875 -0.875 0.000 107.000 RLL RP1 -0.300 -0.300 0.000 107.000 W1R RP1 -0.338 -0.338 0.000 107.000 W1R WP1 0.384 0.384 0.000 22.000 W1R WP2 0.073 0.073 0.000 30.917 W1R WP2 0.721 0.721 30.917 33.000 W1L RP1 -0.126 -0.126 0.000 107.000 W1L WP1 -0.073 -0.073 0.000 22.000 W1L WP2 -0.384 -0.384 0.000 30.917 W1L WP2 -1.081 -1.081 30.917 33.000 W2R RP1 -0.576 -0.576 0.000 107.000 W2R WP1 0.146 0.146 0.000 22.000 W2R WP2 0.311 0.311 0.000 30.917 W2R WP2 0.721 0.721 30.917 33.000 W2L RP1 -0.364 -0.364 0.000 107.000 W2L WP1 -0.311 -0.311 0.000 22.000 W2L WP2 -0.146 -0.146 0.000 30.917 W2L WP2 -1.081 -1.081 30.917 33.000 W5B RP1 -0.338 -0.338 0.000 107.000 W5B WP1 -0.179 -0.179 0.000 22.000 W5B WP2 0.179 0.179 0.000 30.917 W5B WP2 0.721 0.721 30.917 33.000 W5F RP1 -0.126 -0.126 0.000 107.000 W5F WP1 -0.179 -0.179 0.000 22.000 W5F WP2 0.179 0.179 0.000 30.917 W5F WP2 0.721 0.721 30.917 33.000 W6B RP1 -0.576 -0.576 0.000 107.000 W6B WP1 -0.417 -0.417 0.000 22.000 W6B WP2 0.417 0.417 0.000 30.917 W6B WP2 0.721 0.721 30.917 33.000 W6F RP1 -0.364 -0.364 0.000 107.000 W6F WP1 -0.417 -0.417 0.000 22.000 W6F WP2 0.417 0.417 0.000 30.917 W6F WP2 0.721 0.721 30.917 33.000 EQR RP1 0.090 0.090 0.000 107.000 EQL RP1 -0.090 -0.090 0.000 107.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 2.066 0.000 0.000 22.000 W1R COL02 2.066 0.000 0.000 30.917 W2R COL01 2.066 0.000 0.000 22.000 W2R COL02 2.066 0.000 0.000 30.917 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description SL RP1 -0.210 -0.210 75.667 107.000 P-1 PARAPET DRIFT Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description W1R COL01 6.500 0.000 0.000 20.000 C-1 Tie-Back W1L COL02 -6.500 0.000 0.000 28.917 C-2 Tie-Back W2R COL01 6.500 0.000 0.000 20.000 C-3 Tie-Back W2L COL02 -6.500 0.000 0.000 28.917 C-4 Tie-Back EQR COL01 4.750 0.000 0.000 20.000 C-5 Tie-Back EQL COL02 -4.750 0.000 0.000 28.917 C-6 Tie-Back ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+COL+0.60W1L 8) 1.00 SW+RDL+COL+0.60W2L 9) 1.00 SW+RDL+COL+0.60W1R 10) 1.00 SW+RDL+COL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 23) 1.00 SW+RDL+COL+0.60W5B 24) 1.00 SW+RDL+COL+0.60W6B 25) 1.00 SW+RDL+COL+0.60W5F 26) 1.00 SW+RDL+COL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B 29) 1.00 0.60SW+0.60RDL+0.60W5F 30) 1.00 0.60SW+0.60RDL+0.60W6F 31) 1.00 SW+RDL+COL+0.75SL+0.45W5B+NLL 32) 1.00 SW+RDL+COL+0.75SL+0.45W5B+NLR 33) 1.00 SW+RDL+COL+0.75SL+0.45W6B+NLL 34) 1.00 SW+RDL+COL+0.75SL+0.45W6B+NLR A33 of 96 U21M0716A CARPET DIRECT ANS 35) 1.00 SW+RDL+COL+0.75SL+0.45W5F 36) 1.00 SW+RDL+COL+0.75SL+0.45W6F 37) 1.00 SW+RDL+COL+0.75RLL+0.45W5B+NLL 38) 1.00 SW+RDL+COL+0.75RLL+0.45W5B+NLR 39) 1.00 SW+RDL+COL+0.75RLL+0.45W6B+NLL 40) 1.00 SW+RDL+COL+0.75RLL+0.45W6B+NLR 41) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 42) 1.00 SW+RDL+COL+0.75RLL+0.45W6F 43) 1.00 1.05SW+1.05RDL+1.05COL+0.91EQL 44) 1.00 1.05SW+1.05RDL+1.05COL+0.91EQR 45) 1.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL 46) 1.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQR 47) 1.00 0.55SW+0.55RDL+0.72EQL 48) 1.00 0.55SW+0.55RDL+0.72EQR A34 of 96 U21M0716A CARPET DIRECT ANS Job : U21M0716A CARPET DIRECT NUCOR BUILDINGS GROUP Date: 07-09-21 Page: 1 Frame: FL 2 - 7 By : BG\ariel.silva File: F11 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.63 W220 3 2 -54.4 0.23 -714.3 0.76 0.90 1.03 3 3a 46.88 0.80 1.00 1.09 Chkpt 1 5 Depth 51.33 31.12 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.5000 55.00 | Web | 0.2200 55.00 | B/R Flg | 10.0 0.6250 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.50 W188 4 10 -48.2 0.25 308.2 0.71 0.66 0.88 3 6 38.89 0.96 1.08 1.08 2 F10.63 F10.50 W188 4 14 -47.0 0.19 538.5 0.86 0.97 0.96 3 11 22.14 0.55 0.67 0.63 Chkpt 6 10 11 15 Depth 31.00 30.06 35.12 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.5000 55.00 | 10.0 0.6250 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 10.0 0.5000 55.00 | 10.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.63 F10.50 W188 3 18 -46.2 0.19 548.6 0.87 0.98 0.97 4 22 -25.88 0.64 0.76 0.70 2 F10.50 F10.50 W188 4 30 -42.7 0.21 -401.7 0.83 0.89 1.01 4 27b -40.10 0.99 1.31 1.31 Chkpt 16 22 23 30 Depth 35.12 31.06 31.00 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.6250 55.00 | 10.0 0.5000 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 10.0 0.5000 55.00 | 10.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.75 W220 4 37 -45.6 0.13 -1050.5 1.12 0.96 1.02 4 34b -54.56 0.94 1.20 1.39 Chkpt 31 37 Depth 31.25 49.25 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.5000 55.00 | Web | 0.2200 55.00 | B/R Flg | 10.0 0.7500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.75 W220 3 44 -65.5 0.15 -732.0 1.12 0.92 0.99 3 43a -42.93 0.77 2.25 2.47 Chkpt 38 44 Depth 17.25 37.25 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.5000 55.00 | Web | 0.2200 55.00 | B/R Flg | 10.0 0.7500 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.63 F10.50 W188 4 50 -72.0 0.19 641.7 0.91 1.00 1.01 4 50 41.69 1.03 2.38 2.26 A35 of 96 U21M0716A CARPET DIRECT ANS 2 F10.75 F10.50 W220 4 54 -71.2 0.16 1083.8 0.94 1.07 1.02 4 52a 41.82 0.75 0.99 0.84 A36 of 96 U21M0716A CARPET DIRECT ANS Job : U21M0716A CARPET DIRECT NUCOR BUILDINGS GROUP Date: 07-09-21 Page: 2 Frame: FL 2 - 7 By : BG\ariel.silva File: F11 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 45 50 51 54 Depth 17.12 38.19 52.25 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.6250 55.00 | 10.0 0.7500 55.00 | Web | 0.1875 55.00 | 0.2200 55.00 | B/R Flg | 10.0 0.5000 55.00 | 10.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 8581 Deflections (in): 10 yr Wind dx = -0.83 = H/ 248 WIND CASE 2 TO LEFT Seismic dx = 1.21 = H/ 171 SEISMIC TO RIGHT Story Drift = 3.62 = 0.018H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL Stability Ratio = 0.04 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL Fundamental Period = 0.6484 Single Story Period Maximum dx = 1.32 = H/ 156 1.05SW+1.05RDL+1.05COL+0.91EQR Maximum dy = -6.55 = L/ 185 @ MOD 1, SW+RDL+COL+SL Max. Live dy = -4.95 = L/ 246 @ MOD 1, LIVE ON LEFT AND RIGHT A37 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job # : U21M0716A Job Name : CARPET DIRECT Frame : FL 2 - 7 Date : 7/6/2021 Designer : BG\ariel.silva File : F11.nfr App Version : 1.4.137.0 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W313 1.02 FWS3 FWD4 FWS5 1.00 0.00 0.91 FWS3 0.96 0.99 F3.38 1 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 10.0 0.5000 55.0 | 36.12 | Stiffener | 3.0 0.3750 36.00 50.0 | Web | 0.3125 55.0 | 47.68 36.00 | | | Bot Plate | 5.0 0.3750 55.0 | 36.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W313 0.89 FWS3 FWD4 FWS5 1.00 0.00 0.99 FWS3 0.95 0.99 F3.38 2 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 10.0 0.5000 55.0 | 51.18 | Stiffener | 3.0 0.3750 50.00 50.0 | Web | 0.3125 55.0 | 52.42 51.00 | | | Bot Plate | 6.0 0.5000 55.0 | 51.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6F 36 1.00 1.051SW+1.051RDL+1.051COL+0.91EQL 37 1.00 1.051SW+1.051RDL+1.051COL+0.91EQR 38 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQL 39 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQR 40 1.00 0.547SW+0.547RDL+0.723EQL 41 1.00 0.547SW+0.547RDL+0.723EQR 42 1.20 Special Seismic 43 1.20 Special Seismic 44 1.20 Special Seismic 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic A38 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job #:U21M0716A Job Name :CARPET DIRECT Frame :FL 2 -7 File :F11.nfr Designer :BG\ariel.silva App Version :1.4.137.0 Date :7/6/2021 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension M ethod : TensionControlBolt PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 8E 8E COL01 To RAF01 Top 50.50 10.00 1.00 59.93 50.0 10.00 1.00 59.93 50.0 1 8E 8E COL01 To RAF01 Bot 50.50 10.00 1.00 59.93 50.0 10.00 1.00 59.93 50.0 2 6E 6E RAF01 To RAF02 Top 30.00 10.00 0.63 36.98 55.0 10.00 0.50 36.98 55.0 2 6E 6E RAF01 To RAF02 Bot 30.00 10.00 0.63 36.98 55.0 10.00 0.50 36.98 55.0 3 8E 8E RAF02 To RAF03 Top 34.00 10.00 0.75 43.00 55.0 10.00 0.75 43.00 55.0 3 8E 8E RAF02 To RAF03 Bot 34.00 10.00 0.75 43.00 55.0 10.00 0.75 43.00 55.0 4 6E 6E RAF03 To RAF04 Top 30.00 10.00 0.75 39.00 55.0 10.00 0.75 39.00 55.0 4 6E 6E RAF03 To RAF04 Bot 30.00 10.00 0.75 39.00 55.0 10.00 0.75 39.00 55.0 5 8E 8E RAF04 To COL02 Top 48.00 10.00 1.00 57.67 50.0 10.00 1.00 57.67 50.0 5 8E 8E RAF04 To COL02 Bot 48.00 10.00 1.00 57.67 50.0 10.00 1.00 57.67 50.0 PLATE DESIGN Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 8E 8E Top 2 -46.17 60.54 -745.79 11 8.20 -14.64 249.87 0.53 0.53 1 8E 8E Bot 11 8.20 -14.64 249.87 2 -46.17 60.54 -745.79 0.22 0.22 2 6E 6E Top 12 -39.19 35.26 -229.39 39 -15.05 13.76 18.67 0.52 0.82 2 6E 6E Bot 11 8.63 -10.95 115.15 2 -46.17 43.28 -203.39 0.36 0.57 3 8E 8E Top 25 13.14 -0.57 -110.54 12 -39.59 4.85 404.09 0.26 0.26 3 8E 8E Bot 2 -46.58 3.79 556.55 11 9.76 -2.71 -98.24 0.98 0.98 4 6E 6E Top 2 -42.30 -47.49 -401.65 25 13.48 9.86 91.79 0.89 0.88 4 6E 6E Bot 9 1.11 7.15 126.31 2 -42.30 -47.49 -401.65 0.33 0.32 5 8E 8E Top 2 -46.10 -61.35 -1050.53 25 14.61 11.76 216.26 0.83 0.84 5 8E 8E Bot 25 14.61 11.76 216.26 2 -46.10 -61.35 -1050.53 0.21 0.22 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 Yes 1.00 5.50 --2.13 2.46 5.00 3.00 1.75 2 -46.17 -745.79 0.57 0.57 1 8E 8E Bot A325 Yes 1.00 5.50 --2.13 2.50 5.00 3.00 1.75 11 8.20 249.87 0.24 0.24 2 6E 6E Top A325 Yes 0.63 4.00 --1.56 1.86 3.88 1.88 1.13 12 -39.19 -229.39 0.88 0.88 2 6E 6E Bot A325 Yes 0.63 4.00 --1.56 1.53 3.88 1.88 1.13 11 8.63 115.15 0.62 0.62 3 8E 8E Top A325 Yes 1.00 5.50 --2.13 2.13 4.88 3.00 1.75 25 13.14 -110.54 0.18 0.18 3 8E 8E Bot A325 Yes 1.00 5.50 --2.13 2.27 4.88 3.00 1.75 2 -46.58 556.55 0.92 0.92 4 6E 6E Top A325 Yes 0.88 5.50 --2.13 2.50 5.13 2.63 1.50 2 -42.30 -401.65 0.89 0.88 4 6E 6E Bot A325 Yes 0.88 5.50 --2.13 2.50 5.13 2.63 1.50 9 1.11 126.31 0.33 0.33 5 8E 8E Top A325 Yes 1.00 5.50 --2.13 2.58 5.13 3.00 1.75 2 -46.10 -1050.53 0.89 0.90 5 8E 8E Bot A325 Yes 1.00 5.50 --2.13 2.29 5.13 3.00 1.75 25 14.61 216.26 0.23 0.23 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 Yes 1.00 5.50 --2.13 2.46 5.00 3.00 1.75 11 -14.64 0.09 0.09 1 8E 8E Bot A325 Yes 1.00 5.50 --2.13 2.50 5.00 3.00 1.75 2 60.54 0.36 0.36 2 6E 6E Top A325 Yes 0.63 4.00 --1.56 1.86 3.88 1.88 1.13 39 13.76 0.28 0.28 A39 of 96 U21M0716A CARPET DIRECT ANS COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 2 6E 6E Bot A325 Yes 0.63 4.00 --1.56 1.53 3.88 1.88 1.13 2 43.28 0.87 0.87 3 8E 8E Top A325 Yes 1.00 5.50 --2.13 2.13 4.88 3.00 1.75 12 4.85 0.03 0.03 3 8E 8E Bot A325 Yes 1.00 5.50 --2.13 2.27 4.88 3.00 1.75 11 -2.71 0.02 0.02 4 6E 6E Top A325 Yes 0.88 5.50 --2.13 2.50 5.13 2.63 1.50 25 9.86 0.10 0.10 4 6E 6E Bot A325 Yes 0.88 5.50 --2.13 2.50 5.13 2.63 1.50 2 -47.49 0.49 0.49 5 8E 8E Top A325 Yes 1.00 5.50 --2.13 2.58 5.13 3.00 1.75 25 11.76 0.07 0.07 5 8E 8E Bot A325 Yes 1.00 5.50 --2.13 2.29 5.13 3.00 1.75 2 -61.35 0.36 0.36 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD4 WP13 2 0.78 11 0.14 FWD4 WP13 2 0.81 11 0.14 1 Bot FWD4 WP13 11 0.32 2 0.58 FWD4 WP13 11 0.34 2 0.59 2 Top FWD4 WP13 12 0.46 39 0.23 FWD4 WP13 12 0.48 39 0.23 2 Bot FWD4 WP13 11 0.32 2 0.71 FWD4 WP13 11 0.34 2 0.73 3 Top FWD4 WP13 25 0.26 12 0.07 FWD4 WP13 25 0.26 12 0.07 3 Bot FWD4 WP13 2 1.00 11 0.04 FWD4 WP13 2 1.00 11 0.04 4 Top FWD4 WP13 2 0.88 25 0.17 FWD4 WP13 2 0.84 25 0.15 4 Bot FWD4 WP13 9 0.32 2 0.80 FWD4 WP13 9 0.31 2 0.72 5 Top FWD6 WP13 2 0.98 25 0.12 FWD6 WP13 2 0.94 25 0.12 5 Bot FWD4 WP13 25 0.33 2 0.61 FWD4 WP13 25 0.31 2 0.61 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 17.25 10 0.75 17.2500 55 6 1 Grade36 4 4 4 COL02 WF/BU Right 17.125 10 0.75 17.1250 55 6 1 Grade36 4 4 4 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 2 -64.25 -46.31 0.00 0.26 11 14.46 14.90 0.00 0.50 COL02 2 -70.05 46.22 0.00 0.28 25 12.04 -7.00 0.00 0.46 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 11 14.46 14.90 0.00 0.14 2 -64.25 -46.31 0.00 0.75 11 14.46 14.90 0.00 0.15 2 -64.25 -46.31 0.00 0.75 COL02 25 12.04 -7.00 0.00 0.12 2 -70.05 46.22 0.00 0.75 25 12.04 -7.00 0.00 0.12 2 -70.05 46.22 0.00 0.75 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS5 11 14.46 14.90 0.00 0.04 FWR5 2 -64.25 -46.31 0.00 0.63 FWS5 11 14.46 14.90 0.00 0.06 COL02 FWS5 25 12.04 -7.00 0.00 0.05 FWR5 2 -70.05 46.22 0.00 0.73 FWS5 25 12.04 -7.00 0.00 0.04 A40 of 96 U21M0716A CARPET DIRECT ANS LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6F 36 1.00 1.051SW+1.051RDL+1.051COL+0.91EQL 37 1.00 1.051SW+1.051RDL+1.051COL+0.91EQR 38 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQL 39 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQR 40 1.00 0.547SW+0.547RDL+0.723EQL 41 1.00 0.547SW+0.547RDL+0.723EQR 42*1.20 1.051SW+1.051RDL+1.051COL+2.10EQL 43*1.20 1.039SW+1.039RDL+1.039COL+0.75RLL+1.575EQL 44*1.20 1.039SW+1.039RDL+1.039COL+0.15SL+1.575EQL 45*1.20 0.549SW+0.549RDL+1.669EQL 46*1.20 1.051SW+1.051RDL+1.051COL+2.10EQR 47*1.20 1.039SW+1.039RDL+1.039COL+0.75RLL+1.575EQR 48*1.20 1.039SW+1.039RDL+1.039COL+0.15SL+1.575EQR 49*1.20 0.549SW+0.549RDL+1.669EQR *Indicates a Special Seismic Load Combination A41 of 96 U21M0716A CARPET DIRECT ANS Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : NBG Base Plate Design (AISC 14th & 15th Edition)Date : General Information: Design Method: Allowable Stress Ratio Compression:1.00 Allowable Stress Ratio Tension:1.00 Frame Reactions (Long. Combinations): Tensile Reaction, (y-axis):14.270 kips. Tensile Shear Reaction, (x-axis):14.490 kips. Compressive Reaction, (y-axis):64.010 kips. Compressive Shear Reaction, (x-axis):38.860 kips. Bracing Reactions (Long. Combinations): Tensile / Comp. Reaction, (y-axis):23.870 kips. Shear Reaction, (z-axis):20.734 kips. Section Geometry:Anchor Rod Information: Section Designation BU17x55 Material: Web Depth, d:16.0000 in.Diameter, d b :1"ø Web Thickness, t w :0.2200 in.Hole Center to Edge Distance, P fi :4.00 in. Left Flange Width, bfl :10.0000 in.Center to Center Spacing, P b :4.00 in. Left Flange Thickness, tfl :0.5000 in.Gage, g :4.00 in. Right Flange Width, bfr :10.0000 in.Number, n :6 Right Flange Thickness, tfr :0.7500 in. Pattern:Left Material Grade, Fy:55 ksi Applied Loads:Base Plate Design Results:OK Required Tensile Strength, ft:38.140 kips.Length, L p :17.250 in. Required Compressive Strength, fc:87.880 kips.Width, W p :10.000 in. Required Shear Strength, fv:25.295 kips.Thickness, t p :0.750 in. Required Compressiong Strength, fv:38.860 kips.Material Grade, Fy:55 ksi CSR Thickness:0.816 Girt Offset 8.00 in.Base Plate Weld Results:OK Left Flange Weld:FWS5 Base Plate Bearing Results:OK Web Weld:FWR5 Concrete / Grout:Concrete Right Flange Weld:FWS5 Compressive Strength, f'c :3.00 ksi. CSR Left Flange Weld:0.427 Concrete Bearing CSR : 0.352 CSR Web Weld:0.526 CSR Right Flange Weld:0.284 Anchor Rod Design Results: Tension & Bending Results:OK Remarks Tensile Strength Ratio (y-axis)ft / Ft 0.372 Rnt = Fnt Ab ASD Allowable Tensile Strength, Rnt/W Ft kips 21.750 W = 2.00 (ASD) f = 0.75 (LRFD) Shear Only Results:OK Remarks Shear Strength Ratio (xz-axis)fv / Fv 0.632 Rnv = Fnv Ab ASD Allowable Shear Strength, Rnv/W Fv kips 13.050 W = 2.00 (ASD) f = 0.75 (LRFD) Combined Tension & Shear Results:OK Remarks Combined Tensile Strength Ratio ft / F't 0.409 Rn = F'n Ab Combined Shear Strength Ratio fv / F'v 0.632 W = 2.00 (ASD) f = 0.75 (LRFD) ASD Available Tension with Shear, Rnt/W F't kips 19.825 F'nt = Fnt [ASR - (Wfv / Fnv)2]1/2 £ Fnt (ASD)* ASD Available Shear with Tension, Rnv/W F'v kips 13.050 F'nv = Fnv [ASR - (Wft / Fnt)2]1/2 £ Fnv (ASD)* Version: 2020.03.01 (Date: 03/01/20) By NBG-GS F1554 Gr.36 U21M0716A F11 ANS 7/7/2021 per AISC Steel Construction Manual (14th & 15th Edition) A42 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job # : U21M0716A Job Name : CARPET DIRECT Frame : FL 8 Date : 7/6/2021 Designer : BG\ariel.silva File : F12.nfr App Version : 1.4.137.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RCS Frame width : 107.00 Ft. Bay width : 17.75 Ft. LEFT RIGHT Dim to ridge : 107.00 Ft. 0.00 Ft. Roof slope : 1.00/12 0.00/12 Eave height : 22.00 Ft. 30.92 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 107.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace : Y Y Y Y Flange Brace : 1 1 2 Location (ft): 7.0 13.0 18.0 WP2 Girt Brace : Y Y Y Y Y Flange Brace : 1 1 2 2 0 Location (ft): 7.0 13.0 18.0 22.0 27.0 Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2018 Risk Category : II-Standard Buildings AISC Specification : 2016 ASD L O A D S (Psf) Roof Dead load : 4.25 Roof Coll load : 5.00 Roof Live load : 12.00 Roof Snow load : 35.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.366 S1 = 0.142 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.368 Sd1 = 0.219 rho = 1.30 omega = 3.000 Is Building Irregular = False Roof Seismic Factor : 0.105 PSF Floor Seismic Factor : 0.105 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 26.48 Psf Building is Enclosed Wind pressure coefficients Is End Bay? False C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 17.75 WP2 17.75 RP1 17.75 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- Load On Start End Start End A43 of 96 U21M0716A CARPET DIRECT ANS Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.075 -0.075 0.000 107.000 COL RP1 -0.089 -0.089 0.000 107.000 SL RP1 -0.621 -0.621 0.000 107.000 RLL RP1 -0.213 -0.213 0.000 107.000 W1R RP1 -0.240 -0.240 0.000 107.000 W1R WP1 0.273 0.273 0.000 22.000 W1R WP2 0.052 0.052 0.000 30.917 W1L RP1 -0.089 -0.089 0.000 107.000 W1L WP1 -0.052 -0.052 0.000 22.000 W1L WP2 -0.273 -0.273 0.000 30.917 W2R RP1 -0.409 -0.409 0.000 107.000 W2R WP1 0.103 0.103 0.000 22.000 W2R WP2 0.221 0.221 0.000 30.917 W2L RP1 -0.259 -0.259 0.000 107.000 W2L WP1 -0.221 -0.221 0.000 22.000 W2L WP2 -0.103 -0.103 0.000 30.917 W5B RP1 -0.240 -0.240 0.000 107.000 W5B WP1 -0.127 -0.127 0.000 22.000 W5B WP2 0.127 0.127 0.000 30.917 W5F RP1 -0.089 -0.089 0.000 107.000 W5F WP1 -0.127 -0.127 0.000 22.000 W5F WP2 0.127 0.127 0.000 30.917 W6B RP1 -0.409 -0.409 0.000 107.000 W6B WP1 -0.296 -0.296 0.000 22.000 W6B WP2 0.296 0.296 0.000 30.917 W6F RP1 -0.259 -0.259 0.000 107.000 W6F WP1 -0.296 -0.296 0.000 22.000 W6F WP2 0.296 0.296 0.000 30.917 EQR RP1 0.044 0.044 0.000 107.000 EQL RP1 -0.044 -0.044 0.000 107.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 1.661 0.000 0.000 22.000 W1R COL02 1.661 0.000 0.000 30.917 W2R COL01 1.661 0.000 0.000 22.000 W2R COL02 1.661 0.000 0.000 30.917 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description RDL RP1 0.030 0.030 60.000 107.000 P-1 TRIB ADJUST COL RP1 0.036 0.036 60.000 107.000 P-2 TRIB ADJUST SL RP1 0.248 0.248 60.000 107.000 P-3 TRIB ADJUST RLL RP1 0.085 0.085 60.000 107.000 P-4 TRIB ADJUST ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+COL+0.60W1L 8) 1.00 SW+RDL+COL+0.60W2L 9) 1.00 SW+RDL+COL+0.60W1R 10) 1.00 SW+RDL+COL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 23) 1.00 SW+RDL+COL+0.60W5B 24) 1.00 SW+RDL+COL+0.60W6B 25) 1.00 SW+RDL+COL+0.60W5F 26) 1.00 SW+RDL+COL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B 29) 1.00 0.60SW+0.60RDL+0.60W5F 30) 1.00 0.60SW+0.60RDL+0.60W6F 31) 1.00 SW+RDL+COL+0.75SL+0.45W5B 32) 1.00 SW+RDL+COL+0.75SL+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.45W5F 34) 1.00 SW+RDL+COL+0.75SL+0.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.45W5B 36) 1.00 SW+RDL+COL+0.75RLL+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 38) 1.00 SW+RDL+COL+0.75RLL+0.45W6F 39) 1.00 1.05SW+1.05RDL+1.05COL+0.91EQL 40) 1.00 1.05SW+1.05RDL+1.05COL+0.91EQR 41) 1.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL 42) 1.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQR 43) 1.00 0.55SW+0.55RDL+0.64EQL 44) 1.00 0.55SW+0.55RDL+0.64EQR A44 of 96 U21M0716A CARPET DIRECT ANS Job : U21M0716A CARPET DIRECT NUCOR BUILDINGS GROUP Date: 07-09-21 Page: 1 Frame: FL 8 By : BG\ariel.silva File: F12 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.50 W188 3 1 -31.9 0.17 -432.1 0.89 0.94 1.02 3 1 35.32 0.87 0.92 0.92 Chkpt 1 5 Depth 36.00 24.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | Web | 0.1875 55.00 | B/R Flg | 8.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.31 W188 4 10 -28.1 0.25 228.6 0.70 0.84 0.87 3 6 24.78 0.61 0.95 0.78 2 F8.50 F8.31 W188 4 13 -27.7 0.25 335.4 0.87 1.09 1.02 3 11 12.56 0.31 0.40 0.33 Chkpt 6 10 11 15 Depth 23.81 27.81 34.81 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF03 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.50 F8.31 W188 3 18 -26.3 0.24 328.9 0.81 1.00 0.96 4 21 -15.22 0.38 0.47 0.38 2 F8.50 F8.31 W188 4 26 -25.2 0.27 -149.4 0.53 0.82 1.00 4 26 -22.78 0.56 0.83 0.68 Chkpt 16 21 22 26 Depth 34.81 28.81 24.81 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.5000 55.00 | 8.0 0.5000 55.00 | Web | 0.1875 55.00 | 0.1875 55.00 | B/R Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.50 W220 4 32 -25.9 0.09 -654.4 0.85 0.97 1.01 4 32 -32.07 0.57 0.77 0.77 Chkpt 27 32 Depth 25.00 44.00 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.5000 55.00 | Web | 0.2200 55.00 | B/R Flg | 10.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.38 F10.50 W164 3 40 -42.6 0.15 -447.7 0.87 0.83 0.91 3 38a -24.58 0.79 1.79 1.89 Chkpt 33 40 Depth 12.88 38.88 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.3750 55.00 | Web | 0.1644 55.00 | B/R Flg | 10.0 0.5000 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F10.50 F10.38 W164 4 44 -35.5 0.13 332.3 0.78 0.86 0.85 4 44 25.00 0.80 1.92 1.82 A45 of 96 U21M0716A CARPET DIRECT ANS 2 F10.50 F10.38 W188 4 50 -34.7 0.13 662.0 0.96 0.92 1.02 4 46 25.12 0.62 0.72 0.64 A46 of 96 U21M0716A CARPET DIRECT ANS Job : U21M0716A CARPET DIRECT NUCOR BUILDINGS GROUP Date: 07-09-21 Page: 2 Frame: FL 8 By : BG\ariel.silva File: F12 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 41 44 45 50 Depth 12.88 30.88 48.88 Section | 1 | 2 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 10.0 0.5000 55.00 | 10.0 0.5000 55.00 | Web | 0.1644 55.00 | 0.1875 55.00 | B/R Flg | 10.0 0.3750 55.00 | 10.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 6463 Deflections (in): 10 yr Wind dx = -0.57 = H/ 386 WIND CASE 2 TO LEFT Seismic dx = 0.77 = H/ 289 SEISMIC TO RIGHT Story Drift = 2.30 = 0.010H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL Stability Ratio = 0.04 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL Fundamental Period = 0.7029 Single Story Period Maximum dx = 1.24 = H/ 179 SW+RDL+COL+0.75SL+0.45W1R Maximum dy = -6.97 = L/ 175 @ MOD 1, SW+RDL+COL+SL Max. Live dy = -5.20 = L/ 235 @ MOD 1, LIVE ON LEFT AND RIGHT A47 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job # : U21M0716A Job Name : CARPET DIRECT Frame : FL 8 Date : 7/6/2021 Designer : BG\ariel.silva File : F12.nfr App Version : 1.4.137.0 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W313 0.97 FWS3 FWS4 0.80 0.00 0.94 FWS3 0.74 0.75 0 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 10.0 0.5000 55.0 | 38.13 | Stiffener | | Web | 0.3125 55.0 | 31.95 38.00 | | | Bot Plate | 5.0 0.3750 55.0 | 38.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W275 0.98 FWS3 FWD4 FWS4 1.00 0.00 0.93 FWS3 0.80 0.73 F3.38 1 0.000 0.00 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 10.0 0.5000 55.0 | 48.17 | Stiffener | 3.0 0.3750 48.00 50.0 | Web | 0.2750 55.0 | 47.15 48.00 | | | Bot Plate | 5.0 0.5000 55.0 | 48.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6F 36 1.00 1.051SW+1.051RDL+1.051COL+0.91EQL 37 1.00 1.051SW+1.051RDL+1.051COL+0.91EQR 38 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQL 39 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQR 40 1.00 0.547SW+0.547RDL+0.64EQL 41 1.00 0.547SW+0.547RDL+0.64EQR 42 1.20 Special Seismic 43 1.20 Special Seismic 44 1.20 Special Seismic 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic A48 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job #:U21M0716A Job Name :CARPET DIRECT Frame :FL 8 File :F12.nfr Designer :BG\ariel.silva App Version :1.4.137.0 Date :7/6/2021 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension M ethod : TensionControlBolt PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 6E 6E COL01 To RAF01 Top 35.00 10.00 0.75 43.62 55.0 10.00 0.75 43.62 55.0 1 6E 6E COL01 To RAF01 Bot 35.00 10.00 0.75 43.62 55.0 10.00 0.75 43.62 55.0 2 4E 4E RAF01 To RAF02 Top 23.00 10.00 0.50 29.63 55.0 8.00 0.50 29.63 55.0 2 4E 4E RAF01 To RAF02 Bot 23.00 10.00 0.50 29.63 55.0 8.00 0.50 29.63 55.0 3 6E 6E RAF02 To RAF03 Top 34.00 8.00 0.75 41.75 55.0 8.00 0.75 41.75 55.0 3 6E 6E RAF02 To RAF03 Bot 34.00 8.00 0.75 41.75 55.0 8.00 0.75 41.75 55.0 4 6E 6E RAF03 To RAF04 Top 24.00 8.00 0.50 30.63 55.0 10.00 0.50 30.63 55.0 4 6E 6E RAF03 To RAF04 Bot 24.00 8.00 0.50 30.63 55.0 10.00 0.50 30.63 55.0 5 8E 8E RAF04 To COL02 Top 43.00 10.00 0.75 52.15 55.0 10.00 0.75 52.15 55.0 5 8E 8E RAF04 To COL02 Bot 43.00 10.00 0.75 52.15 55.0 10.00 0.75 52.15 55.0 PLATE DESIGN Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 6E 6E Top 2 -27.07 39.16 -432.12 11 6.74 -9.90 144.78 0.83 0.89 1 6E 6E Bot 11 6.74 -9.90 144.78 2 -27.07 39.16 -432.12 0.33 0.35 2 4E 4E Top 12 -23.17 19.37 -76.75 14 -19.70 15.89 -19.03 0.37 0.41 2 4E 4E Bot 11 7.62 -6.65 54.27 2 -29.22 24.60 -70.82 0.42 0.48 3 6E 6E Top 25 9.22 -0.39 -80.82 15 -13.97 -1.36 198.73 0.24 0.24 3 6E 6E Bot 2 -27.12 -0.61 356.47 7 3.41 -1.37 -22.74 0.82 0.82 4 6E 6E Top 2 -25.28 -22.64 -149.41 25 9.39 6.30 30.57 0.82 0.70 4 6E 6E Bot 9 3.46 3.95 36.86 2 -25.28 -22.64 -149.41 0.27 0.23 5 8E 8E Top 2 -27.08 -31.11 -654.37 25 10.30 9.26 173.13 0.94 0.94 5 8E 8E Bot 25 10.30 9.26 173.13 2 -27.08 -31.11 -654.37 0.30 0.30 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 6E 6E Top A325 Yes 0.88 5.50 --2.13 2.31 4.88 2.63 1.50 2 -27.07 -432.12 0.85 0.85 1 6E 6E Bot A325 Yes 0.88 5.50 --2.13 2.38 4.88 2.63 1.50 11 6.74 144.78 0.34 0.34 2 4E 4E Top A325 Yes 0.63 4.00 --1.56 1.69 3.75 --1.13 12 -23.17 -76.75 0.50 0.50 2 4E 4E Bot A325 Yes 0.63 4.00 --1.56 1.64 3.75 --1.13 11 7.62 54.27 0.57 0.57 3 6E 6E Top A325 Yes 0.75 5.50 --2.13 2.13 4.75 2.25 1.25 25 9.22 -80.82 0.29 0.29 3 6E 6E Bot A325 Yes 0.75 5.50 --2.13 2.34 4.75 2.25 1.25 2 -27.12 356.47 0.97 0.97 4 6E 6E Top A325 Yes 0.63 4.00 --1.56 1.69 3.75 1.88 1.13 2 -25.28 -149.41 0.77 0.77 4 6E 6E Bot A325 Yes 0.63 4.00 --1.56 1.86 3.75 1.88 1.13 9 3.46 36.86 0.25 0.25 5 8E 8E Top A325 Yes 1.00 5.50 --2.13 2.31 4.88 3.00 1.75 2 -27.08 -654.37 0.88 0.89 5 8E 8E Bot A325 Yes 1.00 5.50 --2.13 2.25 4.88 3.00 1.75 25 10.30 173.13 0.20 0.20 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 6E 6E Top A325 Yes 0.88 5.50 --2.13 2.31 4.88 2.63 1.50 11 -9.90 0.10 0.10 1 6E 6E Bot A325 Yes 0.88 5.50 --2.13 2.38 4.88 2.63 1.50 2 39.16 0.40 0.40 2 4E 4E Top A325 Yes 0.63 4.00 --1.56 1.69 3.75 --1.13 14 15.89 0.48 0.48 A49 of 96 U21M0716A CARPET DIRECT ANS COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 2 4E 4E Bot A325 Yes 0.63 4.00 --1.56 1.64 3.75 --1.13 2 24.60 0.74 0.74 3 6E 6E Top A325 Yes 0.75 5.50 --2.13 2.13 4.75 2.25 1.25 15 -1.36 0.02 0.02 3 6E 6E Bot A325 Yes 0.75 5.50 --2.13 2.34 4.75 2.25 1.25 7 -1.37 0.02 0.02 4 6E 6E Top A325 Yes 0.63 4.00 --1.56 1.69 3.75 1.88 1.13 25 6.30 0.13 0.13 4 6E 6E Bot A325 Yes 0.63 4.00 --1.56 1.86 3.75 1.88 1.13 2 -22.64 0.46 0.46 5 8E 8E Top A325 Yes 1.00 5.50 --2.13 2.31 4.88 3.00 1.75 25 9.26 0.05 0.05 5 8E 8E Bot A325 Yes 1.00 5.50 --2.13 2.25 4.88 3.00 1.75 2 -31.11 0.18 0.18 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD4 WP13 2 0.77 11 0.14 FWD4 WP13 2 0.99 11 0.14 1 Bot FWD3 WP13 11 0.36 2 0.54 FWD3 WP13 11 0.47 2 0.57 2 Top FWD3 WP13 12 0.30 14 0.36 FWD3 WP13 12 0.31 14 0.36 2 Bot FWD3 WP13 11 0.34 2 0.55 FWD3 WP13 11 0.35 2 0.56 3 Top FWD3 WP13 25 0.30 15 0.02 FWD3 WP13 25 0.30 15 0.02 3 Bot FWD4 WP13 2 0.89 7 0.02 FWD4 WP13 2 0.89 7 0.02 4 Top FWD3 WP13 2 0.61 25 0.13 FWD3 WP13 2 0.49 25 0.12 4 Bot FWD3 WP13 9 0.20 2 0.48 FWD3 WP13 9 0.16 2 0.44 5 Top FWD4 WP13 2 0.91 25 0.10 FWD4 WP13 2 0.85 25 0.10 5 Bot FWD3 WP13 25 0.34 2 0.33 FWD3 WP13 25 0.32 2 0.33 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 12.875 10 0.5 12.8750 55 4 1 Grade36 4 4 4 COL02 WF/BU Right 12.875 10 0.375 12.8750 55 4 1 Grade36 4 4 4 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 2 -41.75 -26.98 0.00 0.22 11 9.76 8.82 0.00 0.76 COL02 2 -34.36 27.00 0.00 0.18 25 9.20 -5.51 0.00 0.99 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 11 9.76 8.82 0.00 0.14 2 -41.75 -26.98 0.00 0.66 11 9.76 8.82 0.00 0.15 2 -41.75 -26.98 0.00 0.66 COL02 25 9.20 -5.51 0.00 0.13 2 -34.36 27.00 0.00 0.66 25 9.20 -5.51 0.00 0.14 2 -34.36 27.00 0.00 0.66 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS3 11 9.76 8.82 0.00 0.05 FWR3 2 -41.75 -26.98 0.00 0.81 FWS3 11 9.76 8.82 0.00 0.07 COL02 FWS3 25 9.20 -5.51 0.00 0.06 FWR3 2 -34.36 27.00 0.00 0.81 FWS3 25 9.20 -5.51 0.00 0.05 A50 of 96 U21M0716A CARPET DIRECT ANS LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6F 36 1.00 1.051SW+1.051RDL+1.051COL+0.91EQL 37 1.00 1.051SW+1.051RDL+1.051COL+0.91EQR 38 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQL 39 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQR 40 1.00 0.547SW+0.547RDL+0.64EQL 41 1.00 0.547SW+0.547RDL+0.64EQR 42*1.20 1.051SW+1.051RDL+1.051COL+2.10EQL 43*1.20 1.039SW+1.039RDL+1.039COL+0.75RLL+1.575EQL 44*1.20 1.039SW+1.039RDL+1.039COL+0.15SL+1.575EQL 45*1.20 0.549SW+0.549RDL+1.476EQL 46*1.20 1.051SW+1.051RDL+1.051COL+2.10EQR 47*1.20 1.039SW+1.039RDL+1.039COL+0.75RLL+1.575EQR 48*1.20 1.039SW+1.039RDL+1.039COL+0.15SL+1.575EQR 49*1.20 0.549SW+0.549RDL+1.476EQR *Indicates a Special Seismic Load Combination A51 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job # : U21M0716A Job Name : CARPET DIRECT Frame : FL 9 & 10 Date : 7/6/2021 Designer : BG\ariel.silva File : F21.nfr App Version : 1.4.137.0 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RCS Frame width : 60.00 Ft. Bay width : 18.42 Ft. LEFT RIGHT Dim to ridge : 60.00 Ft. 0.00 Ft. Roof slope : 1.00/12 0.00/12 Eave height : 22.00 Ft. 27.00 Ft. Girt offset : 8.00 In. 8.00 In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 9.50 In. 9.50 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 60.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace : Y Y Y Flange Brace : 0 1 2 2 Location (ft): 7.0 13.0 18.0 22.0 WP2 Girt Brace : Y Y Y Y Flange Brace : 0 1 2 2 Location (ft): 7.0 13.0 18.0 22.0 Other Braces: Column : Left Brace : Right Brace : Location (ft): ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC2018 Risk Category : II-Standard Buildings AISC Specification : 2016 ASD L O A D S (Psf) Roof Dead load : 4.25 Roof Coll load : 5.00 Roof Live load : 12.00 Roof Snow load : 35.00 Floor dead load : 0.00 Floor live load : 0.00 Ground Snow load: 50.00 Ce = 1.00 Ss = 0.366 S1 = 0.142 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.368 Sd1 = 0.219 rho = 1.30 omega = 3.000 Is Building Irregular = False Roof Seismic Factor : 0.105 PSF Floor Seismic Factor : 0.105 PSF Wind speed : 115.00 Mph Exp. : C Wind pressure : 26.48 Psf Building is Enclosed Wind pressure coefficients Is End Bay? False C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 18.42 WP2 18.42 RP1 18.42 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Panel Loads ----------------------------------------- Load On Start End Start End A52 of 96 U21M0716A CARPET DIRECT ANS Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.078 -0.078 0.000 60.000 COL RP1 -0.092 -0.092 0.000 60.000 SL RP1 -0.645 -0.645 0.000 60.000 RLL RP1 -0.221 -0.221 0.000 60.000 W1R WP1 0.283 0.283 0.000 22.000 W1R WP2 0.054 0.054 0.000 27.000 W1R RP1 -0.249 -0.249 0.000 60.000 W1L WP1 -0.054 -0.054 0.000 22.000 W1L WP2 -0.283 -0.283 0.000 27.000 W1L RP1 -0.093 -0.093 0.000 60.000 W2R WP1 0.107 0.107 0.000 22.000 W2R WP2 0.229 0.229 0.000 27.000 W2R RP1 -0.424 -0.424 0.000 60.000 W2L WP1 -0.229 -0.229 0.000 22.000 W2L WP2 -0.107 -0.107 0.000 27.000 W2L RP1 -0.268 -0.268 0.000 60.000 W5B WP1 -0.132 -0.132 0.000 22.000 W5B WP2 0.132 0.132 0.000 27.000 W5B RP1 -0.249 -0.249 0.000 60.000 W5F WP1 -0.132 -0.132 0.000 22.000 W5F WP2 0.132 0.132 0.000 27.000 W5F RP1 -0.093 -0.093 0.000 60.000 W6B WP1 -0.307 -0.307 0.000 22.000 W6B WP2 0.307 0.307 0.000 27.000 W6B RP1 -0.424 -0.424 0.000 60.000 W6F WP1 -0.307 -0.307 0.000 22.000 W6F WP2 0.307 0.307 0.000 27.000 W6F RP1 -0.268 -0.268 0.000 60.000 EQR RP1 0.042 0.042 0.000 60.000 EQL RP1 -0.042 -0.042 0.000 60.000 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R COL01 1.124 0.000 0.000 22.000 W1R COL02 1.124 0.000 0.000 27.000 W2R COL01 1.124 0.000 0.000 22.000 W2R COL02 1.124 0.000 0.000 27.000 ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW+RDL+COL+NLL 2) 1.00 SW+RDL+COL+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL+RLL+NLL 6) 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+COL+0.60W1L 8) 1.00 SW+RDL+COL+0.60W2L 9) 1.00 SW+RDL+COL+0.60W1R 10) 1.00 SW+RDL+COL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60W1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+COL+0.75SL+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.45W1R 18) 1.00 SW+RDL+COL+0.75SL+0.45W2R 19) 1.00 SW+RDL+COL+0.75RLL+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.45W2R 23) 1.00 SW+RDL+COL+0.60W5B 24) 1.00 SW+RDL+COL+0.60W6B 25) 1.00 SW+RDL+COL+0.60W5F 26) 1.00 SW+RDL+COL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B 29) 1.00 0.60SW+0.60RDL+0.60W5F 30) 1.00 0.60SW+0.60RDL+0.60W6F 31) 1.00 SW+RDL+COL+0.75SL+0.45W5B 32) 1.00 SW+RDL+COL+0.75SL+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.45W5F 34) 1.00 SW+RDL+COL+0.75SL+0.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.45W5B 36) 1.00 SW+RDL+COL+0.75RLL+0.45W6B 37) 1.00 SW+RDL+COL+0.75RLL+0.45W5F 38) 1.00 SW+RDL+COL+0.75RLL+0.45W6F 39) 1.00 1.05SW+1.05RDL+1.05COL+0.91EQL 40) 1.00 1.05SW+1.05RDL+1.05COL+0.91EQR 41) 1.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL 42) 1.00 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQR 43) 1.00 0.55SW+0.55RDL+0.62EQL 44) 1.00 0.55SW+0.55RDL+0.62EQR A53 of 96 U21M0716A CARPET DIRECT ANS Job : U21M0716A CARPET DIRECT NUCOR BUILDINGS GROUP Date: 07-09-21 Page: 1 Frame: FL 9 & 10 By : BG\ariel.silva File: F21 *** DESIGN SUMMARY REPORT *** ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.25 F8.31 W150 3 1 -12.6 0.11 -138.2 0.57 0.67 0.73 3 1 19.23 0.74 0.58 0.64 Chkpt 1 4 Depth 31.56 18.56 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.2500 55.00 | Web | 0.1500 55.00 | B/R Flg | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.31 F8.31 W150 4 7 -10.0 0.12 116.4 0.67 0.53 0.73 3 5 11.72 0.45 0.54 0.54 2 F8.31 F8.31 W150 3 11 -9.7 0.12 123.6 0.65 0.50 0.70 4 14 -14.59 0.56 0.60 0.60 3 F8.25 F8.31 W150 4 18 -9.4 0.07 -177.7 0.63 0.77 0.81 4 16b -18.00 0.69 0.54 0.60 Chkpt 5 9 10 14 15 18 Depth 18.62 31.62 20.59 35.56 Section | 1 | 2 | 3 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | width thick Fy | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | 8.0 0.2500 55.00 | Web | 0.1500 55.00 | 0.1500 55.00 | 0.1500 55.00 | B/R Flg | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.31 F8.38 W150 3 24 -26.1 0.23 -108.7 0.40 0.42 0.60 3 24a -8.38 0.32 0.60 0.63 Chkpt 19 26 Depth 12.69 38.69 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.3125 55.00 | Web | 0.1500 55.00 | B/R Flg | 8.0 0.3750 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F8.38 F8.31 W164 4 34 -25.9 0.14 196.7 0.56 0.49 0.63 4 32a 8.54 0.27 0.63 0.60 Chkpt 27 34 Depth 12.69 40.69 Section | 1 | ------------------------------------------------------------------------------------------------------------------------------------ | width thick Fy | ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg | 8.0 0.3750 55.00 | Web | 0.1644 55.00 | B/R Flg | 8.0 0.3125 55.00 | ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 2891 Deflections (in): 10 yr Wind dx = -0.53 = H/ 426 WIND CASE 2 TO LEFT Seismic dx = 0.46 = H/ 488 SEISMIC TO RIGHT Story Drift = 1.39 = 0.006H SEISMIC TO RIGHT Stability Coefficient = 0.01 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL Stability Ratio = 0.03 1.04SW+1.04RDL+1.04COL+0.15SL+0.68EQL Fundamental Period = 0.5957 Single Story Period Maximum dx = -0.69 = H/ 330 0.60SW+0.60RDL+0.60W2L Maximum dy = -1.62 = L/ 408 @ MOD 1, SW+RDL+COL+SL Max. Live dy = -1.24 = L/ 535 @ MOD 1, LIVE ON LEFT AND RIGHT A54 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job # : U21M0716A Job Name : CARPET DIRECT Frame : FL 9 & 10 Date : 7/6/2021 Designer : BG\ariel.silva File : F21.nfr App Version : 1.4.137.0 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W220 0.66 FWS3 FWS3 1.00 0.00 0.45 FWS3 0.32 0.32 0 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 8.0 0.2500 55.0 | 38.13 | Stiffener | | Web | 0.2200 55.0 | 27.94 38.00 | | | Bot Plate | 4.0 0.3750 50.0 | 38.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ------------------------------------------------------------------------------------------------------------------------------------- 1.00:12 W250 0.63 FWS3 FWS3 1.00 0.00 0.50 FWS3 0.35 0.30 0 ------------------------------------------------------------------------------------------------------------------------------------- | width thick Fy | height depth length | | width thick length Fy | ------------------------------------------------------------------------------------------------------------------------------------- Top Plate | 8.0 0.2500 55.0 | 40.14 | Stiffener | | Web | 0.2500 55.0 | 38.45 40.00 | | | Bot Plate | 4.0 0.3750 50.0 | 40.00 | | | ------------------------------------------------------------------------------------------------------------------------------------- Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2L 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6F 36 1.00 1.051SW+1.051RDL+1.051COL+0.91EQL 37 1.00 1.051SW+1.051RDL+1.051COL+0.91EQR 38 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQL 39 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQR 40 1.00 0.547SW+0.547RDL+0.62EQL 41 1.00 0.547SW+0.547RDL+0.62EQR 42 1.20 Special Seismic 43 1.20 Special Seismic 44 1.20 Special Seismic 45 1.20 Special Seismic 46 1.20 Special Seismic 47 1.20 Special Seismic 48 1.20 Special Seismic 49 1.20 Special Seismic A55 of 96 U21M0716A CARPET DIRECT ANS NUCOR BUILDINGS GROUP Job #:U21M0716A Job Name :CARPET DIRECT Frame :FL 9 & 10 File :F21.nfr Designer :BG\ariel.silva App Version :1.4.137.0 Date :7/6/2021 BOLTED END-PLATES (BEP) SUMMARY Bolt Pre Tension M ethod : TensionControlBolt PLATE SIZE: (in) Splice ID Left Type Right Type Members Joined Loc Web Depth Left Plate Width Thick Length Fy(ksi) Right Plate Width Thick Length Fy(ksi) 1 8E 8E COL01 To RAF01 Top 31.00 8.00 0.50 37.23 55.0 8.00 0.50 37.23 55.0 1 8E 8E COL01 To RAF01 Bot 31.00 8.00 0.50 37.23 55.0 8.00 0.50 37.23 55.0 2 4E 4E RAF01 To RAF02 Top 18.00 8.00 0.38 24.13 55.0 8.00 0.38 24.13 55.0 2 4E 4E RAF01 To RAF02 Bot 18.00 8.00 0.38 24.13 55.0 8.00 0.38 24.13 55.0 3 4E 4E RAF02 To COL02 Top 35.00 8.00 0.63 43.12 55.0 8.00 0.63 43.12 55.0 3 4E 4E RAF02 To COL02 Bot 35.00 8.00 0.63 43.12 55.0 8.00 0.63 43.12 55.0 PLATE DESIGN Splice ID Left Type Right Type Tension Location Max Moment Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Max Shear Load Comb Axial (kip) Shear (kip) Moment (ft-kip) Left Plate Ratio Right Plate Ratio 1 8E 8E Top 2 -9.85 20.77 -138.24 11 2.47 -5.83 61.16 0.59 0.59 1 8E 8E Bot 11 2.47 -5.83 61.16 2 -9.85 20.77 -138.24 0.30 0.30 2 4E 4E Top 9 1.11 0.03 -24.11 2 -10.81 11.26 36.53 0.43 0.43 2 4E 4E Bot 14 -7.84 6.69 38.66 16 -5.23 5.30 -1.96 0.56 0.56 3 4E 4E Top 2 -9.84 -22.16 -177.69 25 5.24 5.07 48.28 0.65 0.65 3 4E 4E Bot 9 1.65 3.81 54.10 2 -9.84 -22.16 -177.69 0.22 0.22 BOLT RUPTURE DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Axial (kip) Moment (ft-kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 Yes 0.63 4.00 --1.56 1.73 3.50 1.88 1.13 2 -9.85 -138.24 0.47 0.47 1 8E 8E Bot A325 Yes 0.63 4.00 --1.56 1.56 3.50 1.88 1.13 11 2.47 61.16 0.24 0.24 2 4E 4E Top A325 Yes 0.63 4.00 --1.56 1.69 3.50 --1.13 9 1.11 -24.11 0.30 0.30 2 4E 4E Bot A325 Yes 0.63 4.00 --1.56 1.59 3.50 --1.13 14 -7.84 38.66 0.39 0.39 3 4E 4E Top A325 Yes 0.88 5.50 --2.13 2.30 4.63 --1.50 2 -9.84 -177.69 0.51 0.51 3 4E 4E Bot A325 Yes 0.88 5.50 --2.13 2.21 4.63 --1.50 9 1.65 54.10 0.18 0.18 COMBINED BOLT BEARING SHEAR DESIGN Splice ID Left Type Right Type Loc Bolt Type Pre- Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Load Comb Shear (kip) Left Bolt Ratio Right Bolt Ratio 1 8E 8E Top A325 Yes 0.63 4.00 --1.56 1.73 3.50 1.88 1.13 11 -5.83 0.09 0.09 1 8E 8E Bot A325 Yes 0.63 4.00 --1.56 1.56 3.50 1.88 1.13 2 20.77 0.31 0.31 2 4E 4E Top A325 Yes 0.63 4.00 --1.56 1.69 3.50 --1.13 2 11.26 0.34 0.34 2 4E 4E Bot A325 Yes 0.63 4.00 --1.56 1.59 3.50 --1.13 16 5.30 0.16 0.16 3 4E 4E Top A325 Yes 0.88 5.50 --2.13 2.30 4.63 --1.50 25 5.07 0.08 0.08 3 4E 4E Bot A325 Yes 0.88 5.50 --2.13 2.21 4.63 --1.50 2 -22.16 0.34 0.34 WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 1 Top FWD3 WP13 2 0.41 11 0.09 FWD3 WP13 2 0.47 11 0.12 1 Bot FWD3 WP13 11 0.21 2 0.31 FWD3 WP13 11 0.24 2 0.42 2 Top FWD3 WP13 9 0.19 2 0.40 FWD3 WP13 9 0.19 2 0.40 2 Bot FWD3 WP13 14 0.25 16 0.19 FWD3 WP13 14 0.25 16 0.19 A56 of 96 U21M0716A CARPET DIRECT ANS WELD DESIGN Splice ID Loc Left Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture Right Welds Flg Web Stf Checks Load Comb Tensile Rupture Load Comb Shear Rupture 3 Top FWD3 WP13 2 0.61 25 0.09 FWD3 WP13 2 0.51 25 0.08 3 Bot FWD3 WP13 9 0.21 2 0.40 FWD3 WP13 9 0.18 2 0.35 BASEPLATE AND ANCHOR ROD DESIGN RESULTS BASEPLATE AND ANCHOR ROD INFORMATION: (in) Column ID Type Column Pattern Column Depth Base Plate Width Thickness Length Fy(ksi) Anchor Rods Qty Dia.Grade Pfi Pb Gage COL01 WF/BU Left 12.6875 8 0.375 12.6875 55 4 0.75 Grade36 3.5 3 3 COL02 WF/BU Right 12.6875 8 0.375 12.6875 55 4 0.75 Grade36 3.5 3 3 BASEPLATE DESIGN CHECKS Column ID Concrete Bearing (Compression) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio Base Plate Yielding (Tension) Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Design Ratio COL01 2 -25.93 -9.90 0.00 0.16 11 6.56 4.23 0.00 0.83 COL02 2 -26.11 9.79 0.00 0.17 25 5.35 -0.99 0.00 0.75 ANCHOR ROD SHEAR AND TENSION DESIGN CHECKS Column ID Anchor Rod Tension Design Load Comb Axial (kip) Shear (kips) Bracing Shear(kip) Rod Ratio Anchor Rod Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Tension-Shear Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio Combined Shear-Tension Design Load Comb Axial (kip) Shear (kip) Bracing Shear(kip) Rod Ratio COL01 11 6.56 4.23 0.00 0.17 2 -25.93 -9.90 0.00 0.43 11 6.56 4.23 0.00 0.17 2 -25.93 -9.90 0.00 0.43 COL02 25 5.35 -0.99 0.00 0.14 2 -26.11 9.79 0.00 0.42 25 5.35 -0.99 0.00 0.14 2 -26.11 9.79 0.00 0.42 BASEPLATE LEFT FLANGE WELD DESIGN CHECKS Column ID Left Flange Weld (Pipe Weld)Web Weld Right Flange Weld Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio Weld Size Load Comb Axial (kip) Shear (kip) Bracing Shear (kip) Weld Ratio COL01 FWS3 11 6.56 4.23 0.00 0.05 FWR3 2 -25.93 -9.90 0.00 0.30 FWS3 11 6.56 4.23 0.00 0.05 COL02 FWS3 25 5.35 -0.99 0.00 0.04 FWR3 2 -26.11 9.79 0.00 0.29 FWS3 25 5.35 -0.99 0.00 0.04 LOAD COMBINATIONS: No ASR Combination 1 1.00 1.00SW+1.00RDL+1.00COL 2 1.00 1.00SW+1.00RDL+1.00COL+1.00SL 3 1.00 1.00SW+1.00RDL+1.00COL+1.00RLL 4 1.00 1.00SW+1.00RDL+1.00COL+0.60W1L 5 1.00 1.00SW+1.00RDL+1.00COL+0.60W2L 6 1.00 1.00SW+1.00RDL+1.00COL+0.60W1R 7 1.00 1.00SW+1.00RDL+1.00COL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1L 13 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2L 14 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W1R 15 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W2R 16 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1L 17 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2L *Indicates a Special Seismic Load Combination A57 of 96 U21M0716A CARPET DIRECT ANS LOAD COMBINATIONS: No ASR Combination 18 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W1R 19 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W2R 20 1.00 1.00SW+1.00RDL+1.00COL+0.60W5B 21 1.00 1.00SW+1.00RDL+1.00COL+0.60W6B 22 1.00 1.00SW+1.00RDL+1.00COL+0.60W5F 23 1.00 1.00SW+1.00RDL+1.00COL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5B 29 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6B 30 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W5F 31 1.00 1.00SW+1.00RDL+1.00COL+0.75SL+0.45W6F 32 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5B 33 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6B 34 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W5F 35 1.00 1.00SW+1.00RDL+1.00COL+0.75RLL+0.45W6F 36 1.00 1.051SW+1.051RDL+1.051COL+0.91EQL 37 1.00 1.051SW+1.051RDL+1.051COL+0.91EQR 38 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQL 39 1.00 1.039SW+1.039RDL+1.039COL+0.15SL+0.682EQR 40 1.00 0.547SW+0.547RDL+0.62EQL 41 1.00 0.547SW+0.547RDL+0.62EQR 42*1.20 1.051SW+1.051RDL+1.051COL+2.10EQL 43*1.20 1.039SW+1.039RDL+1.039COL+0.75RLL+1.575EQL 44*1.20 1.039SW+1.039RDL+1.039COL+0.15SL+1.575EQL 45*1.20 0.549SW+0.549RDL+1.43EQL 46*1.20 1.051SW+1.051RDL+1.051COL+2.10EQR 47*1.20 1.039SW+1.039RDL+1.039COL+0.75RLL+1.575EQR 48*1.20 1.039SW+1.039RDL+1.039COL+0.15SL+1.575EQR 49*1.20 0.549SW+0.549RDL+1.43EQR *Indicates a Special Seismic Load Combination A58 of 96 U21M0716A CARPET DIRECT ANS Nucor Building Systems P.O. Box 907 1050 North Watery Lane Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR Ultimate Steel Erection Inc 2621 S Frontage Road Rexburg, ID 83440 Carpet Direct 2671 S Frontage Rd Rexburg, ID 83440 BUILDING LAYOUT Width (ft)= 107.0 Length (ft)= 196.0 Eave Height (ft)= 30.9/ 22.0 Roof Slope (rise/12 )= 1.00 BUILDING LOADS Roof Dead Load (psf )= 6.0 Wall Dead Load Left Endwall (psf )= 4.0 Right Endwall (psf )= 4.0 Front Sidewall(psf )= 4.0 Back Sidewall(psf )= 4.0 Live Load (psf )= 20.0 Collateral Load (psf )= 5.0 Snow Load (psf )= 35.0 Wind Speed (mph )= 115.0 Wind Code = IBC 18 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 A59 of 96 U21M0716A CARPET DIRECT ANS Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 0.55 ------------------------------- Designer : ANS Detailer : eng 7/ 7/21 ================================================================================ Bldg1 Design Loads For Building Components: 7/ 7/21 12:59pm ================================================================================ FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 22.1 0.43 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 8.80 0.00 8.80 0.00 1.07 1.23 1.07 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.3 -21.3 .. Girt/Header 23.9 -25.9 .. Panel 19.3 -21.3 .. Jamb 0.0 0.0 .. Parapet BACK SIDEWALL: --------------- BASIC LOADS: Basic Wind_Load_Ratio Wind Deflect Factor 22.1 0.43 0.60 A60 of 96 U21M0716A CARPET DIRECT ANS EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 8.80 0.00 8.80 0.00 1.07 1.23 1.07 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.3 -21.3 .. Girt/Header 23.9 -25.9 .. Panel 19.3 -21.3 .. Jamb 66.2 -42.4 .. Parapet LEFT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 6.0 5.0 20.0 35.0 0.0 22.1 0.43 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 8.80 0.00 8.80 0.00 1.07 1.23 1.07 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 4.00 0.00 4.54 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.3 -21.3 .. Column 19.3 -21.3 .. Girt/Header 19.3 -21.3 .. Jamb 23.9 -25.9 .. Panel 66.2 -42.4 .. Parapet 36.1 -24.1 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.43 -0.96 0.79 -0.38 -0.66 -0.66 0.00 2 -0.71 -1.24 -0.35 -0.88 -0.71 -1.24 0.00 3 -0.61 0.68 -0.25 1.20 -0.66 -0.66 0.00 A61 of 96 U21M0716A CARPET DIRECT ANS COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 121 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 A62 of 96 U21M0716A CARPET DIRECT ANS 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 A63 of 96 U21M0716A CARPET DIRECT ANS 0.00 0.45 0.00 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 50 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 51 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 52 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 54 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 56 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 57 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 58 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 59 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 61 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 62 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 63 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 64 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 65 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 66 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 67 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 68 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 69 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 70 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 71 1.04 1.04 0.00 0.00 0.15 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 72 1.04 1.04 0.00 0.00 0.15 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 73 1.04 1.04 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A64 of 96 U21M0716A CARPET DIRECT ANS 0.00 0.00 0.00 0.52 0 0.00 74 1.04 1.04 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 75 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 76 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 77 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 78 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 79 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 80 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 81 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 82 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 83 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 84 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 85 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 86 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 87 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 88 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 89 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 90 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 91 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 92 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 93 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 94 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 95 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 96 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 97 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 98 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 A65 of 96 U21M0716A CARPET DIRECT ANS 0.00 0.00 0.00 0.00 0 0.00 99 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 100 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 101 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 102 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 103 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 104 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 105 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 106 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 107 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 108 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 109 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 110 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 111 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 112 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 113 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 114 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 115 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 116 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 117 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 118 1.04 1.04 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 119 1.04 1.04 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 120 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 121 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load A66 of 96 U21M0716A CARPET DIRECT ANS Aux Id Name Load Id Coeff 8 1 MIN_SNOW 1 1 1.00 2 E1PAT_SL_1 1 2 0.50 3 E1PAT_SL_2 1 7 0.50 4 E1PAT_SL_3 2 2 0.50 3 0.50 5 E1PAT_SL_4 2 3 0.50 4 0.50 6 E1PAT_SL_5 2 4 0.50 5 0.50 7 E1PAT_SL_6 2 5 0.50 6 0.50 8 E1PAT_SL_7 2 6 0.50 7 0.50 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dl1 Dl2 .. Dist 9 1 2 U_SNOW D -0.20 -0.20 -0.08 0.00 107.37 2 2 U_SNOW D -0.35 -0.35 -0.08 0.00 11.54 3 2 U_SNOW D -0.35 -0.35 -0.08 11.54 30.10 4 2 U_SNOW D -0.35 -0.35 -0.08 30.10 50.17 5 2 U_SNOW D -0.35 -0.35 -0.08 50.17 70.24 6 2 U_SNOW D -0.35 -0.35 -0.08 70.24 90.31 7 2 U_SNOW D -0.35 -0.35 -0.08 90.31 107.37 8 2 DRIFT D -0.43 -0.43 -0.08 0.00 30.10 9 2 DRIFT D -0.08 0.00 -0.08 0.00 3.02 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Load Load Load Load Load Wind Deflect Factor 6.0 5.0 20.0 35.0 0.0 22.1 0.43 0.60 EDGE ZONE: -----Wind_Ratio---- --Left_Zone-- --Right_Zone- Jamb/ Width Base Width Base Girt Panel Column 8.80 0.00 8.80 0.00 1.07 1.23 1.07 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 4.00 0.00 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct A67 of 96 U21M0716A CARPET DIRECT ANS 19.3 -21.3 .. Column 19.3 -21.3 .. Girt/Header 19.3 -21.3 .. Jamb 23.9 -25.9 .. Panel 66.2 -42.4 .. Parapet 36.1 -24.1 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind_1-- ---Wind_2-- -Long_Wind- Surface Id Left Right Left Right 1 2 Friction 1 0.67 -0.61 1.20 -0.25 -0.66 -0.66 0.00 2 -1.24 -0.71 -0.88 -0.35 -0.71 -1.25 0.00 3 -0.96 0.43 -0.38 0.79 -0.66 -0.66 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live--- --Add_Snow- Wind_1 Wind_2 Long_Wind Column_Wind Long Tran Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 97 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 A68 of 96 U21M0716A CARPET DIRECT ANS 0.60 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 19 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 21 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 23 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 A69 of 96 U21M0716A CARPET DIRECT ANS 0.00 0.45 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0 0.00 43 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 44 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 55 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 56 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 57 1.04 1.04 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 58 1.04 1.04 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 59 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 60 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 61 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 62 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 63 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 64 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 65 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 66 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 A70 of 96 U21M0716A CARPET DIRECT ANS 0.00 0.00 0.00 0.00 0 0.00 67 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 68 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 69 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 70 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 71 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 72 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 73 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 74 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 75 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 76 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 77 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 78 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 79 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 80 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 81 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 82 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 83 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 84 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 85 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 86 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 87 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 88 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 89 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 90 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 91 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 A71 of 96 U21M0716A CARPET DIRECT ANS 0.00 0.60 0.00 0.00 0 0.00 92 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 93 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 94 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 95 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 96 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 97 1.04 1.04 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 8 1 MIN_SNOW 1 1 1.00 2 E2PAT_SL_1 1 2 0.50 3 E2PAT_SL_2 1 7 0.50 4 E2PAT_SL_3 2 2 0.50 3 0.50 5 E2PAT_SL_4 2 3 0.50 4 0.50 6 E2PAT_SL_5 2 4 0.50 5 0.50 7 E2PAT_SL_6 2 5 0.50 6 0.50 8 E2PAT_SL_7 2 6 0.50 7 0.50 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dl1 Dl2 .. Dist 7 1 2 U_SNOW D -0.17 -0.17 0.08 0.00 107.37 2 2 U_SNOW D -0.29 -0.29 0.08 0.00 20.07 3 2 U_SNOW D -0.29 -0.29 0.08 20.07 40.14 4 2 U_SNOW D -0.29 -0.29 0.08 40.14 60.21 5 2 U_SNOW D -0.29 -0.29 0.08 60.21 77.02 6 2 U_SNOW D -0.29 -0.29 0.08 77.02 93.82 7 2 U_SNOW D -0.29 -0.29 0.08 93.82 107.37 ROOFDES: -------- BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_Load_Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 4.3 5.0 20.0 35.0 0.0 22.1 0.43 0.00 0.00 1.000 0.20 A72 of 96 U21M0716A CARPET DIRECT ANS WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_Roof 16.0 -28.3 .. Purlins 16.0 -28.3 .. Panels 12.8 -2.4 -15.3 .. Long Bracing, Building 17.5 -5.5 .. Long Bracing, Wall Edge Zone 36.1 -24.1 19.3 .. Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 17.60 1.00 1.31 1.00 1.39 4 17.60 0.00 1.00 1.31 1.00 1.39 5 0.00 17.60 1.00 1.31 1.00 1.39 6 8.80 0.00 1.00 1.08 1.00 1.16 7 17.60 35.20 1.00 1.39 1.00 2.17 8 17.60 35.20 1.00 1.39 1.00 2.17 9 17.60 17.60 1.00 1.08 1.00 1.55 10 17.60 17.60 1.00 1.08 1.00 1.55 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add_Snow- Wind Wind Aux_Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 29 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 A73 of 96 U21M0716A CARPET DIRECT ANS 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 8 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 9 1.00 24 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 10 1.00 25 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 11 1.00 26 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 27 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 28 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 29 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 BRACING DESIGN LOADS: --Load- --Add_Snow- Wind Wind Seis Aux_Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 18 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.04 1.04 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.52 0 0.00 14 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.04 1.04 0.00 0.75 0.75 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 17 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 18 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coef 11 1 MIN_SNOW 1 1 1.00 2 PAT_SL_1 1 2 0.50 3 PAT_SL_2 1 10 0.50 4 PAT_SL_3 2 2 0.50 3 0.50 5 PAT_SL_4 2 3 0.50 4 0.50 6 PAT_SL_5 2 4 0.50 5 0.50 7 PAT_SL_6 2 5 0.50 6 0.50 8 PAT_SL_7 2 6 0.50 7 0.50 9 PAT_SL_8 2 7 0.50 A74 of 96 U21M0716A CARPET DIRECT ANS 8 0.50 10 PAT_SL_9 2 8 0.50 9 0.50 11 PAT_SL10 2 9 0.50 10 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx .. Conc Add Id Id Load Type W1 W2 Dx1 Dx2 .. Dist 12 1 2 U_SNOW D -20.0 -20.0 0.0 107.4 2 0 U_SNOW D -35.0 -35.0 0.0 20.0 3 0 U_SNOW D -35.0 -35.0 20.0 45.0 4 0 U_SNOW D -35.0 -35.0 45.0 70.0 5 0 U_SNOW D -35.0 -35.0 70.0 95.0 6 0 U_SNOW D -35.0 -35.0 95.0 120.0 7 0 U_SNOW D -35.0 -35.0 120.0 145.0 8 0 U_SNOW D -35.0 -35.0 145.0 165.0 9 0 U_SNOW D -35.0 -35.0 165.0 180.5 10 0 U_SNOW D -35.0 -35.0 180.5 196.0 11 2 DRIFT D -59.0 0.0 0.0 23.0 12 2 DRIFT D -7.7 0.0 0.0 3.0 RIGID FRAME - 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 6.0 5.0 20.0 35.0 0.0 22.1 0.43 0 BASIC LOADS AT EAVE: Seismic Weak_Axis_L Weak_Axis_R --Torsion-- --EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 4.70 0.00 0.00 0.00 0.00 0.00 0.00 6.24 4.54 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.22 -0.65 0.58 -0.16 -0.63 -0.63 0.00 2 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 3 -0.47 0.31 -0.11 0.85 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add_Snow- --Wind_1- --Wind_2- Long_Wind --Seismic- Aux_Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 72 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 A75 of 96 U21M0716A CARPET DIRECT ANS 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 A76 of 96 U21M0716A CARPET DIRECT ANS 28 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 33 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 34 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 35 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 40 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 42 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0.00 0 0.00 45 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 46 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 47 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 48 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.45 0.00 0.00 0.00 0 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 A77 of 96 U21M0716A CARPET DIRECT ANS 53 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 54 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0.00 0 0.00 55 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 56 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.60 0.00 0.00 0.00 0 0.00 57 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.70 0.00 0 0.00 58 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.40 -0.70 0.00 0 0.00 59 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 60 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0.00 61 1.04 1.04 0.00 0.00 0.15 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 62 1.04 1.04 0.00 0.00 0.15 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 63 1.04 1.04 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 64 1.04 1.04 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 65 1.04 1.04 0.00 0.00 0.15 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 66 1.04 1.04 0.00 0.00 0.15 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 67 1.04 1.04 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 68 1.04 1.04 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0.00 0 0.00 69 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 70 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 71 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.35 0.21 0.00 0 0.00 72 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.35 -0.21 0.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 1 1 MIN_SNOW 1 1 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type W1 W2 Co Dl1 Dl2 .. Dist 7 1 2 U_SNOW D -0.50 -0.50 -0.083 0.00 107.37 A78 of 96 U21M0716A CARPET DIRECT ANS 2 2 DRIFT D -0.28 -0.28 -0.083 0.00 30.10 3 2 DRIFT D -0.19 0.00 -0.083 0.00 3.02 4 1 WINDL1 C 2.02 0.00 -2.10 0.00 30.92 5 1 WINDR1 C -1.35 0.00 1.40 0.00 30.92 6 1 WINDL2 C 2.02 0.00 -2.10 0.00 30.92 7 1 WINDR2 C -1.35 0.00 1.40 0.00 30.92 ================================================================================ Bldg1 Reactions, Anchor Bolts, & Base Plates: 7/ 7/21 12:59pm ================================================================================ ----- ----- -----Foundation_Loads(k )----- --------- ----------------- Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 A 5 2.0 -0.5 6 -1.7 -0.5 4 0.750 8.00 8.25 0.375 1 0.0 6.4 5 2.0 -0.5 1 B 5 2.5 -1.7 6 -2.1 -1.7 4 0.750 8.00 8.25 0.375 1 0.0 14.4 5 2.5 -1.7 1 D 7 3.1 -2.2 8 -2.6 -2.2 4 0.750 8.00 8.25 0.375 1 0.0 14.4 7 3.1 -2.2 1 G 7 3.2 -2.3 8 -2.9 -2.3 4 0.750 8.00 12.25 0.375 9 0.0 10.7 7 3.2 -2.3 1 K 5 3.0 -2.4 6 -2.7 -2.4 4 0.750 8.00 8.25 0.375 9 0.0 10.6 7 3.0 -2.4 1 M 5 2.5 -2.1 6 -2.3 -2.1 4 0.750 8.00 8.25 0.375 10 0.0 9.6 7 2.5 -2.1 1 N 7 1.2 -0.9 8 -1.0 -0.9 4 0.750 8.00 8.25 0.375 10 0.0 4.8 7 1.2 -0.9 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 10 L 7 2.9 0.2 8 -2.6 0.2 4 0.750 8.00 8.50 0.375 13 0.0 0.4 10 J 7 3.1 0.3 8 -2.8 0.3 4 0.750 8.00 8.50 0.375 13 0.0 0.5 10 F 7 3.1 0.3 8 -2.8 0.3 4 0.750 8.00 8.50 0.375 13 0.0 0.5 10 E 7 3.0 0.3 8 -2.7 0.3 4 0.750 8.00 8.50 0.375 13 0.0 0.5 10 C 7 2.9 0.3 8 -2.6 0.3 4 0.750 8.00 8.50 0.375 13 0.0 0.5 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 2* A 1 46.4 77.4 2 -7.9 -4.8 4 1.250 10.00 13.00 0.625 3 2.7 -23.4 2* N 4 11.5 -10.6 1 -46.4 69.5 6 1.000 8.00 15.88 0.375 1 -46.4 69.5 3 -5.8 -12.9 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- A79 of 96 U21M0716A CARPET DIRECT ANS ----------------------------------------------------------------------------- 2* Frame Lines:2 3 4 5 6 7 8 9 10 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 Dead+Collateral+Snow+Snow_Drift 2 0.6Dead+0.6Wind_Left1 3 0.55Dead+0.21Seismic_Left+1.35Seismic_LongL 4 0.6Dead+0.6Wind_Right1 5 0.6Dead+0.6Wind_Right1+0.6Wind_Suction 6 0.6Dead+0.6Wind_Right1+0.6Wind_Pressure 7 0.6Dead+0.6Wind_Suction+0.6Wind_Long2L 8 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2L 9 Dead+Collateral+Snow+1.0E1PAT_SL_2 10 Dead+Collateral+Snow+1.0E1PAT_SL_1 11 Dead+Collateral+0.6Wind_Suction+0.6Wind_Long2L 12 Dead+Collateral+0.6Wind_Pressure+0.6Wind_Long2L 13 1.04Dead+1.04Collateral+0.75Snow+0.52Seismic_Right ================================================================================ Bldg1 Bracing Reactions Report: 7/ 7/21 12:59pm ================================================================================ BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- L_EW 1 (i) F_SW N 4 ,5 6.09 4.84 14.54 11.56 6 ,7 6.09 4.84 14.54 11.56 R_EW 10 (h) B_SW A 7 ,6 8.20 9.45 14.81 17.05 5 ,4 8.20 9.45 14.81 17.05 ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- (h)Rigid frame at endwall (i)Bracing in roof to rigid frame Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 A80 of 96 U21M0716A CARPET DIRECT ANS Seismic: 0.70 ================================================================================ Bldg1 Additional Reactions Report: 7/ 7/21 12:59pm ================================================================================ Rigid Frame Column Reactions(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- ----Snow--- -Snow_Drift Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2* A 7.4 13.1 4.7 7.1 18.5 28.1 32.5 49.3 1.8 8.0 2* N -7.4 12.3 -4.7 7.0 -18.5 28.0 -32.5 49.0 -1.8 1.1 Frame Col Wind_Left1 Wind_Right1 Wind_Left2 Wind_Right2 Wind_Long1 Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2* A -20.7 -21.1 -7.4 -24.1 -15.7 -9.9 -3.5 -13.0 -6.9 -16.9 2* N -0.8 -13.1 26.5 -30.0 -5.8 -1.9 22.5 -18.7 7.3 -17.2 Frame Col Wind_Long2 -Seis_Left- -Seis_Right -MIN_SNOW- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- 2* A -14.2 -27.3 -6.6 -3.2 6.6 3.2 18.6 28.2 2* N 13.0 -26.7 -8.0 3.2 8.0 -3.2 -18.6 28.0 ------------------------------------------------------------------------------ 2* Frame Lines:2 3 4 5 6 7 8 9 10 Endwall Column Reactions(k ) ----------------------------- Snow Wind Wind Wind Frame Col Dead Collat Live Snow Drift Left1 Right1 Left2 Line Line Vert Vert Vert Vert Vert Vert Vert Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 0.8 0.3 1.3 2.3 2.7 -1.5 -1.6 -1.1 1 B 1.6 0.8 3.1 5.5 6.6 -2.1 -4.4 -0.9 1 D 2.0 1.0 3.9 7.2 4.2 -3.3 -5.7 -1.6 1 G 2.1 1.1 4.3 7.5 0.0 -3.4 -5.9 -1.7 1 K 2.0 1.1 4.3 7.5 0.0 -3.4 -5.9 -1.7 1 M 1.8 1.0 3.9 6.8 0.0 -3.1 -5.4 -1.5 1 N 1.0 0.5 1.9 3.3 0.0 -1.2 -2.5 -0.5 A81 of 96 U21M0716A CARPET DIRECT ANS Wind Wind Wind Wind Wind Seismic Seismic Frame Col Right2 Press Suct Long1 Long2 Left Right Line Line Vert Horz Horz Vert Vert Vert Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- 1 A -1.3 -2.9 3.4 -0.8 -1.6 -0.02 -0.3 1 B -3.2 -3.5 4.2 -2.5 -4.4 0.04 0.1 1 D -4.0 -4.4 5.2 -3.3 -5.7 -0.1 0.1 1 G -4.2 -4.9 5.4 -3.4 -5.9 -0.1 0.1 1 K -4.2 -4.6 5.0 -3.4 -5.9 -0.1 0.1 1 M -3.9 -3.8 4.2 -3.1 -5.4 -0.1 0.02 1 N -1.6 -1.7 2.1 -1.5 -2.6 0.3 0.03 Frame Col --MIN_SNOW-- -E1PAT_SL_1- -E1PAT_SL_2- -E1PAT_SL_3- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 0.0 1.3 0.0 1.2 0.0 0.0 0.0 1.2 1 B 0.0 3.1 0.0 1.0 0.0 0.0 0.0 2.7 1 D 0.0 4.1 0.0 0.0 0.0 0.0 0.0 1.7 1 G 0.0 4.3 0.0 0.0 0.0 0.0 0.0 0.0 1 K 0.0 4.3 0.0 0.0 0.0 0.0 0.0 0.0 1 M 0.0 3.9 0.0 0.0 0.0 1.5 0.0 0.0 1 N 0.0 1.9 0.0 0.0 0.0 1.7 0.0 0.0 Frame Col -E1PAT_SL_4- -E1PAT_SL_5- -E1PAT_SL_6- -E1PAT_SL_7- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 B 0.0 1.7 0.0 0.0 0.0 0.0 0.0 0.0 1 D 0.0 3.6 0.0 1.9 0.0 0.0 0.0 0.0 1 G 0.0 1.9 0.0 3.8 0.0 1.9 0.0 0.0 1 K 0.0 0.0 0.0 1.9 0.0 3.8 0.0 1.9 1 M 0.0 0.0 0.0 0.0 0.0 1.9 0.0 3.4 1 N 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.7 ------------------------------------------------------------------------------ Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz ----- ---- ----- ----- ----- 10 L 0.4 -4.4 4.9 10 J 0.4 -4.7 5.2 10 F 0.5 -4.7 5.1 10 E 0.5 -4.5 5.0 10 C 0.5 -4.3 4.8 ------------------------------------------------------------------------------ ================================================================================ Bldg1 Seismic Design Report: 7/ 7/21 12:59pm A82 of 96 U21M0716A CARPET DIRECT ANS ================================================================================ Building Data ------------- Code =IBC 18 Length = 196.00 Width = 107.00 Left Eave Height = 30.92 Right Eave Height = 22.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Sd1*Ie*W/(T*R) T(Moment_Frame) = 0.385 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.233 Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.552 Zone/Design Category= D Ie = 1.000 S1 = 0.142 Sd1 = 0.219 Sds = 0.368 Seismic Dead Load, W -------------------- Frame Dead = 4.00 (psf ) Roof Dead = 6.00 (psf ) Collateral = 5.00 (psf ) Snow ( 20%)= 7.00 (psf ) Roof Total = 22.00 (psf ) , Weight= 461.38 (k ) Left EW Dead = 4.00 (psf ) , Weight= 6.06 (k ) Front SW Dead = 4.00 (psf ) , Weight= 8.62 (k ) Right EW Dead = 4.00 (psf ) , Weight= 5.66 (k ) Back SW Dead = 4.00 (psf ) , Weight= 12.49 (k ) ------- Total = 494.23 (k ) A83 of 96 U21M0716A CARPET DIRECT ANS Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1132 W = 473.11 (k ) Force, V = 53.56 (k ) Force, E = 69.64 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1132 W = 244.72 (k ) Force, V = 27.70 (k ) Force, Em = 55.40 (k ) Force, E = 36.02 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1132 W = 249.13 (k ) Force, V = 28.20 (k ) Force, Em = 56.40 (k ) Force, E = 36.67 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1132 W = 30.83 (k ) Force, V = 3.49 (k ) Force, Em = 6.98 (k ) Force, E = 4.54 (k ) Rigid Frames R = 3.50, Rho= 1.30 Cs = 0.1051 Frame 1 W = 68.76 (k ) Force, V = 7.23 (k ) Force, E = 9.40 (k ) End Plates Frame R = 3.50, Rho= 1.00, Omega= 3.00 Total Base Shear Longitudinal Force, V = 55.90 (k ) Transverse Force, V = 68.53 (k ) ================================================================================ A84 of 96 U21M0716A CARPET DIRECT ANS Bldg1 Snow Drift - Facia/Parapet: 7/ 7/21 12:59pm ================================================================================ Terms & Formulas: ----------------- Snow Density, (pcf ) Y = 0.13*Pg + 14 <= 30 Height Difference,(ft) hr = Taller height - Lower height Height Balance, (ft) hb = Roof snow load/Y Height Clear, (ft) hc = hr-hb Horiz. Distance, (ft) lu = roof source length If lu < 15', then no drift Drift Height, (ft) hd = 0.75*([0.43*(lu)^1/3*(Pg+10)^1/4]-1.5) If hd>hc, then use hd=hc Drift Load, (psf ) Pd = hd*Y, If hd>hc, then use hd=hc Drift Width, (ft) Wd = For hd<=hc, then 4*hd , but <= 8*hc For hd>hc, then 4*hd^2/hc, but <= 8*hc Loading Data: ------------- Snow Load, Ps (psf )= 35.0 Ground Snow, Pg (psf )= 50.0 Snow Density, Y (pcf )= 20.5 Layout: ------ Load Id Orient Description ---- ------ --------------------------------- 1 Long Snow drift surface 2 on parapet, extension Id 1 2 Trans Snow drift surface 2 on parapet, extension Id 2 Results: ------- Height Horiz Drift Drift Drift Load Diff Dist Height Load Width Id (ft) (ft) (ft) (psf ) (ft) ---- ------- ------- ------ ------ ------ 1 4.58 196.00 2.88 58.96 23.01 2 2.08 107.00 0.38 7.71 3.01 Purlin & Bracing Results --- RoofDes.out ================================================================================ Bldg1 Purlin Layout(Surface 2) 7/ 7/21 12:55pm ================================================================================ A85 of 96 U21M0716A CARPET DIRECT ANS PURLIN SYSTEM COMBINATIONS: --------------------------- System -------Purlin------ Added_Purlin Total Show ------Max_UC------ Id Depth Row Weight Row Weight Weight Report Purlin Panel Table ------ ----- --- ------- --- ------- ------- ------ ------ ----- ----- 1 9.5 21 22802.6 0 0.0 22802.6 1.01 0.97 2 9.5 21 20789.9 7 1298.6 22088.5 Y 1.01 0.38 3 9.5 21 20789.9 23 2369.1 23159.0 1.01 0.38 SURFACE LAYOUT: ---------------- Surface No. Peak Id Length Row Space ------- ------- --- ----- 2 107.371 21 4.371 PURLIN LOCATION: ---------------- Purlin Surf Load Dead Show ------Max_Load------ Id Offset Space Width Load Report Id UC Report Notes ------ ------ ----- ----- ----- ------ --- ---- --------- ------ 1(a) 1.340 1.340 3.211 1.57 Y 23 0.64 Mom+Shr 2(a) 6.423 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 3(a) 11.506 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 4(a) 16.589 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 5(a) 21.672 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 6(a) 26.755 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 7(a) 31.838 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 8 36.921 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 9 42.004 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 10 47.087 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 11 52.170 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 12 57.253 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 13 62.336 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 14 67.419 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 15 72.502 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 16 77.585 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 17 82.668 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 18 87.751 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 19 92.834 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 20 97.917 5.083 5.083 0.99 Y 23 1.01 Mom+Shr 21 103.000 5.083 4.727 1.07 Y 23 0.94 Mom+Shr 107.371 4.371 ----- Average= 1.01 (a)-Added purlin adjacent to location A86 of 96 U21M0716A CARPET DIRECT ANS LAYOUT: ------- Bay Design ---Lap(ft)-- No. Unit Total Id Part Length Left Right Strap Weight Weight ---- -------- ------ ----- ----- ----- ------ ------ LExt 95Z067 0.42 0 1.6 33.4 1 95Z067 19.58 3.44 2 87.9 1846.2 2 95Z075 25.00 3.44 2.94 2 134.1 2816.7 3 95Z075 25.00 2.94 2.94 2 132.0 2771.8 4 95Z075 25.00 2.94 2.94 2 132.0 2771.8 5 95Z075 25.00 2.94 2.94 2 132.0 2771.8 6 95Z075 25.00 2.94 2.94 2 132.0 2771.8 7 95Z067 20.00 2.94 2.94 2 98.8 2075.1 8 95Z060 15.50 2.94 3.44 2 74.8 1571.1 9 95Z060 14.17 3.44 2 60.2 1264.3 RExt 95Z060 1.33 0 4.6 95.8 ------ ------ Total(lb)= 990.0 20789.9 ADDITIONAL PURLINS: ------------------- Surf Bay Design ----Lap---- Total ------Max_Load------ Offset Id Part Opt Length Left Right Weight Id UC Report ------ --- -------- --- ------ ----- ----- ------ --- ---- --------- 0.67 1 95Z060 A 20.00 0.00 3.44 78.7 2 0.29 Mom+Shr 0.67 2 95Z060 A 25.00 3.44 0.00 97.3 2 0.30 Mom+Shr 3.88 1 95Z060 A 20.00 0.00 3.44 78.7 2 1.01 Mom+Shr 3.88 2 95Z067 A 25.00 3.44 0.00 108.6 19 0.89 Mom,Shr 8.96 1 95Z060 A 20.00 0.00 3.44 78.7 2 1.01 Mom+Shr 8.96 2 95Z067 A 25.00 3.44 0.00 108.6 28 0.89 Mom,Shr 14.05 1 95Z060 A 20.00 0.00 3.44 78.7 2 1.01 Mom+Shr 14.05 2 95Z067 A 25.00 3.44 0.00 108.6 19 0.89 Mom,Shr 19.13 1 95Z060 A 20.00 0.00 3.44 78.7 2 1.01 Mom+Shr 19.13 2 95Z067 A 25.00 3.44 0.00 108.6 19 0.89 Mom,Shr 24.21 1 95Z060 A 20.00 0.00 3.44 78.7 2 1.01 Mom+Shr 24.21 2 95Z067 A 25.00 3.44 0.00 108.6 19 0.89 Mom,Shr 29.30 1 95Z060 A 20.00 0.00 3.44 78.7 2 0.97 Mom+Shr 29.30 2 95Z060 A 25.00 3.44 0.00 97.3 19 1.02 Mom,Shr A - Loading conditions LOAD COMBINATIONS: ------------------ 23 - Dead+Collateral+Snow/2+PAT_SL_8 ================================================================================ Bldg1 Roof Diagonal Bracing 7/ 7/21 12:55pm ================================================================================ A87 of 96 U21M0716A CARPET DIRECT ANS PANEL SHEAR: ------------ Wind Seismic Length Calc Calc Limit ------ ------ ------- ------ 196.00 39.9 106.8 0.0 DIAGONAL BRACING: ----------------- Brace_Tension(k ) Bay Brace_Locate ------Diag_Brace----- ----Wind---- ---Seismic-- Max Id Start End Type Size Part Calc Limit Calc Limit UC KL/R --- ------- ------- ---- ------ -------- ----- ----- ----- ----- ---- ---- 1 0.00 11.50 R 0.875 RD07- 3.94 14.66 6.30 14.66 0.43 11.50 30.00 R 0.625 RD05- 2.65 7.35 5.09 7.35 0.69 30.00 46.75 R 0.625 RD05- 0.57 7.35 2.23 7.35 0.30 46.75 70.00 R 0.625 RD05- 0.69 7.35 0.86 7.35 0.12 70.00 90.00 R 0.625 RD05- 2.21 7.35 4.28 7.35 0.58 90.00 107.00 R 0.625 RD05- 3.15 7.35 6.73 7.35 0.92 7 0.00 11.50 R 0.625 RD05- 3.94 7.35 6.30 7.35 0.86 11.50 30.00 R 0.625 RD05- 2.65 7.35 5.09 7.35 0.69 30.00 46.75 R 0.625 RD05- 0.57 7.35 2.23 7.35 0.30 46.75 70.00 R 0.625 RD05- 0.69 7.35 0.86 7.35 0.12 70.00 90.00 R 0.625 RD05- 2.21 7.35 4.28 7.35 0.58 90.00 107.00 R 0.625 RD05- 3.15 7.35 6.73 7.35 0.92 1 0.00 11.50 R 0.875 RD07- 2.92 14.66 6.28 14.66 0.43 11.50 30.00 R 0.625 RD05- 2.33 7.35 5.09 7.35 0.69 30.00 46.75 R 0.625 RD05- 0.92 7.35 2.24 7.35 0.31 46.75 70.00 R 0.625 RD05- 0.57 7.35 0.86 7.35 0.12 A88 of 96 U21M0716A CARPET DIRECT ANS 70.00 90.00 R 0.625 RD05- 1.94 7.35 4.27 7.35 0.58 90.00 107.00 R 0.625 RD05- 2.82 7.35 6.72 7.35 0.91 7 0.00 11.50 R 0.625 RD05- 2.92 7.35 6.28 7.35 0.85 11.50 30.00 R 0.625 RD05- 2.33 7.35 5.09 7.35 0.69 30.00 46.75 R 0.625 RD05- 0.92 7.35 2.24 7.35 0.31 46.75 70.00 R 0.625 RD05- 0.57 7.35 0.86 7.35 0.12 70.00 90.00 R 0.625 RD05- 1.94 7.35 4.27 7.35 0.58 90.00 107.00 R 0.625 RD05- 2.82 7.35 6.72 7.35 0.91 ================================================================================ Bldg1 Sidewall Diagonal Bracing 7/ 7/21 12:55pm ================================================================================ PANEL SHEAR: ------------ Wall Base Wind Seismic Id Length Calc Calc Limit ---- ------ ----- ------- ----- 2 0.0 728.0 728.0 72.8 4 0.0 728.0 728.0 72.8 DIAGONAL BRACING: ----------------- Brace_Tension(k ) Wall Bay Brace_Locate ------Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R ---- ----- ----- ----- ---- ------ -------- ----- ----- ----- ----- ---- ---- 2 4 0.0 22.0 R 1.250 RD10- 4.45 29.91 24.77 35.89 0.69 2 6 0.0 22.0 R 1.250 RD10- 4.45 29.91 24.77 35.89 0.69 4 4 0.0 30.9 R 1.250 RD10- 7.15 29.91 30.11 35.89 0.84 A89 of 96 U21M0716A CARPET DIRECT ANS 4 6 0.0 30.9 R 1.250 RD10- 7.15 29.91 30.11 35.89 0.84 Front Sidewall Results --- SwDes-F.out ================================================================================ Bldg1 Wall 2 - Bypass Girt Layout 7/ 2/21 12:06pm ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.00 1 1 08Z060 0.00 20.00 19.67 0.00 1.19 59.9 WS 0.72 Mom+Shr D 2 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WS 0.73 Mom+Shr D 3 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.73 Moment D 4 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WS 0.73 Mom+Shr D 5 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.76 Moment D 6 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.75 Moment D 7 08Z060 0.00 20.00 20.00 1.19 1.19 64.3 WS 0.64 Mom+Shr D 8 08Z060 0.00 15.50 15.50 1.19 1.19 51.3 WS 0.32 Mom+Shr D 9 08Z060 0.00 14.17 14.17 1.19 0.00 44.1 WS 0.36 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 13.00 2 1 08Z060 0.00 20.00 19.67 0.00 1.19 59.9 WS 0.66 Mom+Shr D 2 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WS 0.67 Mom+Shr D 3 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.67 Moment D 4 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WS 0.67 Mom+Shr D 5 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.69 Moment D 6 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.69 Moment D 7 08Z060 0.00 20.00 20.00 1.19 1.19 64.3 WP 0.58 Moment A90 of 96 U21M0716A CARPET DIRECT ANS D 8 08Z060 0.00 15.50 15.50 1.19 1.19 51.3 WS 0.30 Mom+Shr D 9 08Z060 0.00 14.17 14.17 1.19 0.00 44.1 WS 0.33 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 18.00 3 1 08Z060 0.00 20.00 19.67 0.00 1.19 59.9 WS 0.53 Mom+Shr D 2 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.53 Moment D 3 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WS 0.54 Mom+Shr D 4 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WS 0.54 Mom+Shr D 5 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.56 Moment D 6 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.55 Moment D 7 08Z060 0.00 20.00 20.00 1.19 1.19 64.3 WP 0.47 Moment D 8 08Z060 0.00 15.50 15.50 1.19 1.19 51.3 WS 0.24 Mom+Shr D 9 08Z060 0.00 14.17 14.17 1.19 0.00 44.1 WS 0.26 Moment D WP - 0.6Wind_Pressure WS - 0.6Wind_Suction Back Sidewall Results --- SwDes-B.out ================================================================================ Bldg1 Wall 4 - Bypass Girt Layout 7/ 7/21 12:58pm ================================================================================ GIRT LAYOUT: ------------ Des Bay Bay_Offset Design ---Extend-- ----Max_Load--- Locate Id Id Part Start End Length Left Right Weight Id UC Report Rot ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 7.00 1 1 08Z060 1.33 15.50 14.17 0.00 1.19 44.1 WS 0.41 Mom+Shr D 2 08Z060 0.00 15.50 15.50 1.19 0.00 47.9 WS 0.41 Mom+Shr D 2 3 08C060 0.00 20.00 20.00 0.00 0.00 57.4 WS 0.96 Moment A91 of 96 U21M0716A CARPET DIRECT ANS U 3 4 08Z067 0.00 25.00 25.00 0.00 1.19 84.0 WS 0.99 Moment D 5 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.93 Moment D 6 08Z067 0.00 25.00 25.00 1.19 0.00 84.0 WS 0.99 Moment D 4 7 08C089 0.00 25.00 25.00 0.00 0.00 106.5 WS 0.89 Deflect U 5 8 08C060 0.00 2.50 2.17 0.00 0.00 6.2 WP 0.02 Shear U 6 8 08C060 12.50 25.00 12.17 0.00 0.00 34.9 WS 0.25 Moment U 7 9 08C060 0.00 20.00 19.67 0.00 0.00 56.5 WS 0.91 Moment U ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 10.00 8 7 08Z060 0.00 25.00 25.00 0.00 0.00 71.8 WS 0.96 Moment D 9 8 08z067 (a) 0.00 25.00 25.00 0.00 0.00 160.4 WS 1.02 Moment D 10 9 08Z060 0.00 20.00 19.67 0.00 0.00 56.5 WS 0.61 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 13.00 11 1 08C060 1.33 15.50 14.17 0.00 0.00 40.7 WS 0.42 Moment D 12 2 08C060 0.00 15.50 15.50 0.00 0.00 44.5 WS 0.49 Moment D 13 3 08Z060 0.00 20.00 20.00 0.00 1.19 60.9 WP 0.68 Moment D 4 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.68 Moment D 5 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.92 Moment D 6 08Z060 0.00 25.00 25.00 1.19 0.00 75.2 WS 0.99 Moment D 14 7 08C067 0.00 25.00 25.00 0.00 0.00 80.2 WS 0.99 Deflect D 15 8 08C075 0.00 25.00 25.00 0.00 0.00 89.7 WS 0.92 Moment D 16 9 08C060 0.00 20.00 19.67 0.00 0.00 56.5 WS 0.78 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 18.00 17 1 08C060 1.33 15.50 14.17 0.00 0.00 40.7 WS 0.34 Moment U 18 2 08C060 0.00 15.50 15.50 0.00 0.00 44.5 WS 0.39 Moment U 19 3 08Z060 0.00 20.00 20.00 0.00 1.19 60.9 WS 0.56 Mom+Shr A92 of 96 U21M0716A CARPET DIRECT ANS D 4 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WS 0.56 Mom+Shr D 5 08Z060 0.00 25.00 25.00 1.19 1.19 78.6 WP 0.75 Moment D 6 08Z060 0.00 25.00 25.00 1.19 0.00 75.2 WS 0.81 Moment D 20 7 08C089 0.00 25.00 25.00 0.00 0.00 106.5 WS 0.85 Deflect U 21 8 08C089 0.00 25.00 25.00 0.00 0.00 106.5 WS 0.86 Moment U 22 9 08C060 0.00 20.00 19.67 0.00 0.00 56.5 WS 0.88 Moment U ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 22.00 23 1 08Z060 1.33 15.50 14.17 0.00 1.19 44.1 WS 0.31 Mom+Shr D 2 08Z060 0.00 15.50 15.50 1.19 0.00 47.9 WS 0.31 Mom+Shr D 24 3 08C060 0.00 20.00 20.00 0.00 0.00 57.4 WS 0.69 Moment D 25 4 08C075 0.00 25.00 25.00 0.00 0.00 89.7 WS 1.00 Deflect D 26 5 08C089 0.00 25.00 25.00 0.00 0.00 106.5 WS 0.85 Deflect D 27 6 08C089 0.00 25.00 25.00 0.00 0.00 106.5 WS 0.85 Deflect D 28 7 08C089 0.00 25.00 25.00 0.00 0.00 106.5 WS 0.85 Deflect D 29 8 08C089 0.00 25.00 25.00 0.00 0.00 106.5 WS 0.86 Moment D 30 9 08C060 0.00 20.00 19.67 0.00 0.00 56.5 WS 0.88 Moment D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 27.00 31 1 08Z060 1.33 15.50 14.17 0.00 1.19 44.1 WS 0.30 Mom+Shr D 2 08Z060 0.00 15.50 15.50 1.19 0.00 47.9 WS 0.30 Mom+Shr D 32 3 08C060 0.00 20.00 20.00 0.00 0.00 57.4 WS 0.67 Moment U 33 4 08C075 0.00 25.00 25.00 0.00 0.00 89.7 WS 0.97 Deflect U 34 5 08C075 0.00 25.00 25.00 0.00 0.00 89.7 WS 0.97 Deflect U 35 6 08C075 0.00 25.00 25.00 0.00 0.00 89.7 WS 0.97 Deflect U 36 7 08C075 0.00 25.00 25.00 0.00 0.00 89.7 WS 0.97 Deflect U 37 8 08C089 0.00 25.00 25.00 0.00 0.00 106.5 WS 0.93 Moment A93 of 96 U21M0716A CARPET DIRECT ANS U 38 9 08C060 0.00 20.00 19.67 0.00 0.00 56.5 WS 0.95 Moment U ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 31.69 39 8 08C089 0.00 25.00 24.33 0.00 0.00 103.6 WP 0.88 Deflect D 40 9 08C060 0.00 20.00 19.33 0.00 0.00 55.5 WP 0.65 Deflect D ------ --- --- -------- ----- ----- ------ ----- ----- ------ -- ---- ------- --- 33.00 41 8 08Z060 0.00 25.00 25.00 0.00 1.19 75.2 WP 0.32 Mom+Shr D 9 08Z060 0.00 20.00 19.67 1.19 0.00 59.9 WP 0.33 Moment D (a)Nested girt WP - 0.6Wind_Pressure WS - 0.6Wind_Suction Left Endwall Results --- EwDes-L.out ================================================================================ Bldg1 Wall 1 - Flush Girt Layout 7/ 7/21 12:59pm ================================================================================ GIRT LAYOUT: ------------ Bay Girt Bay_Offset Design Load ---Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report Rot --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 1 1 7.000 08Z060 0.00 11.50 10.50 30.2 6.00 WS 0.36 Moment D 2 13.000 08Z060 0.00 11.50 10.50 30.2 5.50 WS 0.33 Moment D 3 18.000 08Z060 0.00 11.50 10.50 30.2 4.50 WS 0.27 Moment D 4 22.000 08Z060 0.00 11.50 10.50 30.2 4.50 WS 0.27 Moment D 5 27.000 08Z060 0.00 11.50 10.50 30.2 5.50 WS 0.33 Moment D 6 33.000 08Z060 0.00 11.50 11.17 32.1 3.00 WP 0.41 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 2 7 7.000 08C060 0.00 18.50 18.50 53.1 6.00 WS 0.81 Moment U 8 13.000 08C060 0.00 18.50 18.50 53.1 5.50 WS 0.71 Moment D 9 18.000 08C060 0.00 18.50 18.50 53.1 4.50 WS 0.58 Moment U 10 22.000 08C060 0.00 18.50 18.50 53.1 4.50 WS 0.58 Moment D 11 27.000 08C060 0.00 18.50 18.50 53.1 5.50 WS 0.71 Moment U 12 33.000 08Z067 0.00 18.50 18.50 59.3 3.00 WP 0.99 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 3 13 7.000 08C060 0.00 20.00 20.00 57.4 6.00 WS 0.96 Moment U 14 13.000 08C060 0.00 20.00 20.00 57.4 5.50 WS 0.85 Moment D A94 of 96 U21M0716A CARPET DIRECT ANS 15 18.000 08C060 0.00 20.00 20.00 57.4 4.50 WS 0.69 Moment U 16 22.000 08Z060 0.00 20.00 19.33 55.5 5.20 WS 1.00 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 4 17 7.000 08C060 0.00 20.00 20.00 57.4 6.00 WS 0.96 Moment U 18 13.000 08C060 0.00 20.00 20.00 57.4 5.50 WS 0.85 Moment D 19 18.000 08C060 0.00 20.00 20.00 57.4 4.50 WS 0.69 Moment U 20 22.000 08Z060 0.00 20.00 19.33 55.5 4.37 WS 0.84 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 5 21 7.000 08C060 0.00 1.83 1.50 4.3 6.00 WS 0.02 Shear U 22 7.000 08C060 8.17 20.00 11.50 33.0 6.00 WS 0.28 Moment U 23 13.000 08C089 0.00 20.00 20.00 85.2 5.50 WS 0.87 Deflect D 24 18.000 08C075 0.00 20.00 20.00 71.8 6.03 WS 0.89 Moment U --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 6 25 7.000 08C060 0.00 17.00 16.67 47.9 6.00 WS 0.76 Moment U 26 13.000 08C060 0.00 17.00 16.67 47.9 5.50 WS 0.68 Moment D 27 18.000 08C060 0.00 17.00 16.67 47.9 5.20 WS 0.64 Moment U WP - 0.6Wind_Pressure WS - 0.6Wind_Suction Right Endwall Results --- EwDes-R.out ================================================================================ Bldg1 Wall 3 - Flush Girt Layout 7/ 7/21 12:59pm ================================================================================ GIRT LAYOUT: ------------ Bay Girt Bay_Offset Design Load ---Max_Load--- Id Id Locate Part Start End Length Weight Width Id UC Report Rot --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 1 1 7.000 08Z075 0.00 20.00 19.67 70.6 6.00 WS 0.93 Moment D 2 13.000 08Z067 0.00 20.00 19.67 63.1 5.50 WS 0.99 Moment D 3 18.000 08Z067 0.00 20.00 19.67 63.1 5.33 WS 0.96 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 2 4 7.000 08Z067 0.00 20.00 19.33 62.0 6.00 WS 1.02 Moment D 5 13.000 08Z067 0.00 20.00 19.33 62.0 5.50 WS 0.93 Moment D 6 18.000 08Z060 0.00 20.00 19.33 55.5 4.50 WS 0.87 Moment D 7 22.000 08Z060 0.00 20.00 19.33 55.5 3.66 WS 0.70 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 3 8 7.000 08Z067 0.00 20.00 19.33 62.0 6.00 WS 1.02 Moment D 9 13.000 08Z067 0.00 20.00 19.33 62.0 5.50 WS 0.93 Moment D 10 18.000 08Z060 0.00 20.00 19.33 55.5 4.50 WS 0.87 Moment D 11 22.000 08Z060 0.00 20.00 19.33 55.5 4.49 WS 0.86 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 4 12 7.000 08Z060 0.00 16.75 16.08 46.2 6.00 WS 0.80 Moment D 13 13.000 08Z060 0.00 16.75 16.08 46.2 5.50 WS 0.73 Moment D A95 of 96 U21M0716A CARPET DIRECT ANS 14 18.000 08Z060 0.00 16.75 16.08 46.2 4.50 WS 0.60 Moment D 15 22.000 08Z060 0.00 16.75 16.08 46.2 5.19 WS 0.69 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 5 16 7.000 08Z060 0.00 3.42 2.75 7.9 6.00 WS 0.04 Shear D 17 7.000 08Z060 15.42 16.75 0.67 1.9 6.00 WS 0.01 Shear D 18 13.000 08Z060 0.00 3.42 2.75 7.9 5.50 WS 0.04 Shear D 19 13.000 08Z060 15.42 16.75 0.67 1.9 5.50 WS 0.01 Shear D 20 18.000 08Z067 0.00 16.75 16.08 51.6 4.50 WS 0.92 Moment D 21 22.000 08Z060 0.00 16.75 16.08 46.2 4.50 WS 0.60 Moment D 22 27.000 08Z060 0.00 16.75 16.08 46.2 3.89 WS 0.52 Moment D --- ---- ------ -------- ----- ----- ------ ------ ----- -- ---- ------ --- 6 23 7.000 08C060 0.00 13.50 13.50 38.8 6.00 WS 0.43 Moment U 24 13.000 08Z060 0.00 13.50 13.17 37.8 5.50 WS 0.52 Moment D 25 18.000 08Z060 0.00 13.50 13.17 37.8 4.50 WS 0.42 Moment D 26 22.000 08Z060 0.00 13.50 13.17 37.8 4.50 WS 0.42 Moment D 27 27.000 08Z060 0.00 13.50 13.17 37.8 4.45 WS 0.42 Moment D WS - 0.6Wind_Suction A96 of 96 U21M0716A CARPET DIRECT ANS