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1000 SE EVERETT MALL WAY EXTERIOR BASE FILE 2025-10-22
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1000 SE EVERETT MALL WAY EXTERIOR BASE FILE 2025-10-22
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10/22/2025 10:26:01 AM
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10/13/2025 9:23:06 AM
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Address Document
Street Name
SE EVERETT MALL WAY
Street Number
1000
Unit
EXTERIOR
Tenant Name
BASE FILE
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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />- <br />Steel Beam Project File: Everett Mall Canopy.ec6 <br />- -- ---- -- --- --------- <br />LIC# : KW-06014122, BuiId:20.23.08.30 PCS STRUCTURAL-- SOLUTIONS (c) ENERCALC INC 1983-2023 <br />DESCRIPTION: North Canopy: BM 2 - Simply Supported option - WT <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: IBC 2021 <br />Material Properties <br />Analysis Method Allowable Strength Design Fy : Steel Yield: 50.0 ksi <br />Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi <br />Bending Axis : Major Axis Bending <br />Stem Down <br />AN, <br />D(0.120) S(0.20) W(0.240) 0(0 120) S(O 20) W(0 240) <br />y <br />WT6x17.5 <br />Span = 12.0 ft <br />WT6x17.5 <br />Span =4.Oft <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Load for Span Number 1 <br />Uniform Load : D = 0.0150, S = 0.0250, W = 0.030 ksf, Tributary Width = 8.0 ft <br />Load for Span Number 2 <br />Uniform Load : D = 0.0150, S = 0.0250, W = 0.030 ksf, Tributary Width = 8.0 ft <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio <br />= <br />0.434 : 1 <br />Maximum Shear Stress Ratio = <br />Section used for this span <br />WT6x17.5 <br />Section used for this span <br />Ma: Applied <br />5.376 k-ft <br />Va : Applied <br />Mn / Omega: Allowable <br />12.391 k-ft <br />Vn/Omega : Allowable <br />Load Combination <br />+D+0.750S+0.450W <br />Load Combination <br />Location <br />of maximum on span <br />Span # where maximum occurs <br />Span # 1 <br />Span # where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.179 in Ratio = <br />805 <br />-360 <br />Span: 2: W Only <br />Max Upward Transient Deflection <br />-0.114 in Ratio = <br />838 <br />-360 <br />Span: 2: W Only <br />Max Downward Total Deflection <br />0.281 in Ratio = <br />512 <br />-180 <br />Span: 2: +D+0.750S+0.450W <br />Max Upward Total Deflection <br />-0.180 in Ratio = <br />532 <br />-180 <br />Span: 2: +D+0.750S+0.450W <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ratios <br />Summary of Moment Values <br />Segment Length Span # <br />M <br />V Mmax + Mmax - <br />Ma Max <br />Mnx Mnx/Omega Cb Rm <br />D Only <br />Dsgn. L = 12.00 ft 1 <br />0.138 <br />0.024 1.71 <br />-0.96 <br />1.71 <br />20.69 12.39 1.20 1.00 <br />Dsgn. L = 4.00 ft 2 <br />0.128 <br />0.014 <br />-0.96 <br />0.96 <br />12.48 7.47 1.00 1.00 <br />+D+S <br />Dsgn. L = 12.00 ft 1 <br />0.367 <br />0.063 4.55 <br />-2.56 <br />4.55 <br />20.69 12.39 1.20 1.00 <br />Dsgn. L = 4.00 ft 2 <br />0.343 <br />0.038 <br />-2.56 <br />2.56 <br />12.48 7.47 1.00 1.00 <br />+D+0.750S <br />Dsgn. L = 12.00 ft 1 <br />0.310 <br />0.053 3.84 <br />-2.16 <br />3.84 <br />20.69 12.39 1.20 1.00 <br />Dsgn. L = 4.00 ft 2 <br />0.289 <br />0.032 <br />-2.16 <br />2.16 <br />12.48 7.47 1.00 1.00 <br />+D+0.60W <br />Dsgn. L = 12.00 ft 1 <br />0.303 <br />0.052 3.75 <br />-2.11 <br />3.75 <br />20.69 12.39 1.20 1.00 <br />Dsgn. L = 4.00 ft 2 <br />0.283 <br />0.031 <br />-2.11 <br />2.11 <br />12.48 7.47 1.00 1.00 <br />+D+0.450W <br />Dsgn. L = 12.00 ft 1 <br />0.262 <br />0.045 3.24 <br />-1.82 <br />3.24 <br />20.69 12.39 1.20 1.00 <br />Dsgn. L = 4.00 ft 2 <br />0.244 <br />0.027 <br />-1.82 <br />1.82 <br />12.48 7.47 1.00 1.00 <br />+D+0.750S+0.450W <br />Dsgn. L = 12.00 ft 1 <br />0.434 <br />0.075 5.38 <br />-3.02 <br />5.38 <br />20.69 12.39 1.20 1.00 <br />Dsgn. L = 4.00 ft 2 <br />0.405 <br />0.045 <br />-3.02 <br />3.02 <br />12.48 7.47 1.00 1.00 <br />0.075 : 1 <br />WT6x17.5 <br />2.520 k <br />33.683 k <br />+D+0.750S+0.450W <br />12.000 ft <br />Span # 1 <br />Summary of Shear Values <br />Va Max VnxVnx/Omega <br />0.80 <br />56.25 <br />33.68 <br />0.48 <br />56.25 <br />33.68 <br />2.13 <br />56.25 <br />33.68 <br />1.28 <br />56.25 <br />33.68 <br />1.80 <br />56.25 <br />33.68 <br />1.08 <br />56.25 <br />33.68 <br />1.76 <br />56.25 <br />33.68 <br />1.06 <br />56.25 <br />33.68 <br />1.52 <br />56.25 <br />33.68 <br />0.91 <br />56.25 <br />33.68 <br />2.52 <br />56.25 <br />33.68 <br />1.51 <br />56.25 <br />33.68 <br />
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