My WebLink
|
Help
|
About
|
Sign Out
Home
Browse
Search
1000 SE EVERETT MALL WAY EXTERIOR BASE FILE 2025-10-22
>
Address Records
>
SE EVERETT MALL WAY
>
1000
>
BASE FILE
>
1000 SE EVERETT MALL WAY EXTERIOR BASE FILE 2025-10-22
Metadata
Thumbnails
Annotations
Entry Properties
Last modified
10/22/2025 10:26:01 AM
Creation date
10/13/2025 9:23:06 AM
Metadata
Fields
Template:
Address Document
Street Name
SE EVERETT MALL WAY
Street Number
1000
Unit
EXTERIOR
Tenant Name
BASE FILE
Imported From Microfiche
No
There are no annotations on this page.
Document management portal powered by Laserfiche WebLink 9 © 1998-2015
Laserfiche.
All rights reserved.
/
43
PDF
Print
Pages to print
Enter page numbers and/or page ranges separated by commas. For example, 1,3,5-12.
After downloading, print the document using a PDF reader (e.g. Adobe Reader).
View images
View plain text
Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Steel Beam <br />LIC# : KW-06014122, Build:20.23.08.30 PCs STRUCTURAL SOLUTIONS <br />DESCRIPTION: South Canopy- Check Exist. W12x14 -Worst case <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 <br />Beam Bracing : Beam bracing is defined as a set spacing over all spans <br />Bending Axis: Major Axis Bending <br />Unbraced_Length_s_ _ <br />First Brace starts at 1.50 ft from Left -Most support <br />Regular spacing of lateral supports on length of beam = 6.0 ft <br />D(0.160) S(0.20) <br />Project File: Everett Mall Canopy.ec6 <br />(c) ENERCALC INC 1983-2023 <br />Fy : Steel Yield: 36.0 ksi <br />E: Modulus: 29,000.0 ksi <br />alliE-- I <br />- - - �c ---- --- -- - - - -- -- - - - _ �.-- - _.._- X_� -- <br />C W12x14 <br />T� Span = 16.0 ft <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.020, S = 0.0250 ksf, Tributary Width = 8.0 ft <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio <br />= <br />0.410 : 1 <br />Maximum Shear <br />Stress Ratio = <br />0.084 : 1 <br />Section used for this span <br />W12x14 <br />Section used for this span <br />W12x14 <br />Ma : Applied <br />11.520 k-ft <br />Va : Applied <br />2.880 k <br />Mn / Omega: Allowable <br />28.128 k-ft <br />Vn/Omega : Allowable <br />34.272 k <br />Load Combination <br />+D+S <br />Load Combination <br />+D+S <br />Location of maximum on span <br />0.000 ft <br />Span # where maximum occurs <br />Span # 1 <br />Span # where maximum occurs <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.115 <br />in Ratio = <br />1,665 <br />> 360 <br />Span: 1 : S Only <br />Max Upward Transient Deflection <br />0 <br />in Ratio = <br />0 <br /><360 <br />n/a <br />Max Downward Total Deflection <br />0.208 <br />in Ratio = <br />925 <br />>=180 <br />Span: 1 : +D+S <br />Max Upward Total Deflection <br />0 <br />in Ratio = <br />n, <br /><180 <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max <br />Stress <br />Ratios <br />Summary of MomentVaTues <br />summary of 5 ear <br />a ues <br />Segment Length Span # <br />M <br />V <br />Mmax + Mmax - <br />Ma Max <br />Mnx Mnx/Omega Cb Rm <br />Va Max <br />VnxVnx/Omega <br />D Only <br />- <br />Dsgn. L = 1.46 ft 1 <br />0.054 <br />0.037 <br />1.70 <br />1.70 <br />52.20 31.26 1.62 1.00 <br />1.28 <br />51.41 <br />34.27 <br />Dsgn. L = 6.03 ft 1 <br />0.167 <br />0.031 <br />5.10 <br />1.70 <br />5.10 <br />51.09 30.59 1.20 1.00 <br />1.05 <br />51.41 <br />34.27 <br />Dsgn. L = 5.99 ft 1 <br />0.182 <br />0.026 <br />5.12 <br />2.71 <br />5.12 <br />46.97 28.13 1.10 1.00 <br />0.88 <br />51.41 <br />34.27 <br />Dsgn. L = 2.51 ft 1 <br />0.087 <br />0.037 <br />2.71 <br />2.71 <br />52.20 31.26 1.57 1.00 <br />1.28 <br />51.41 <br />34.27 <br />+D+S <br />Dsgn. L = 1.46 ft 1 <br />0.122 <br />0.084 <br />3.83 <br />3.83 <br />52.20 31.26 1.62 1.00 <br />2.88 <br />51.41 <br />34.27 <br />Dsgn. L = 6.03 ft 1 <br />0.375 <br />0.069 <br />11.47 <br />3.83 <br />11.47 <br />51.09 30.59 1.20 1.00 <br />2.35 <br />51.41 <br />34.27 <br />Dsgn. L = 5.99 ft 1 <br />0.410 <br />0.058 <br />11.52 <br />6.10 <br />11.52 <br />46.97 28.13 1.10 1.00 <br />1.97 <br />51.41 <br />34.27 <br />Dsgn. L = 2.51 ft 1 <br />0.195 <br />0.084 <br />6.10 <br />6.10 <br />52.20 31.26 1.57 1.00 <br />2.88 <br />51.41 <br />34.27 <br />+D+0.750S <br />Dsgn. L = 1.46 ft 1 <br />0.105 <br />0.072 <br />3.30 <br />3.30 <br />52.20 31.26 1.62 1.00 <br />2.48 <br />51.41 <br />34.27 <br />Dsgn. L = 6.03 ft 1 <br />0.323 <br />0.059 <br />9.88 <br />3.30 <br />9.88 <br />51.09 30.59 1.20 1.00 <br />2.03 <br />51.41 <br />34.27 <br />Dsgn. L = 5.99 ft 1 <br />0.353 <br />0.050 <br />9.92 <br />5.26 <br />9.92 <br />46.97 28.13 1.10 1.00 <br />1.70 <br />51.41 <br />34.27 <br />Dsgn. L = 2.51 ft 1 <br />0.168 <br />0.072 <br />5.26 <br />5.26 <br />52.20 31.26 1.57 1.00 <br />2.48 <br />51.41 <br />34.27 <br />+0.60D <br />Dsgn. L = 1.46 ft 1 <br />0.033 <br />0.022 <br />1.02 <br />1.02 <br />52.20 31.26 1.62 1.00 <br />0.77 <br />51.41 <br />34.27 <br />Dsgn. L = 6.03 ft 1 <br />0.100 <br />0 018 <br />3.06 <br />1.02 <br />3.06 <br />51.09 30.59 1.20 1.00 <br />0.63 <br />51.41 <br />34.27 <br />Dsgn. L = 5.99 ft 1 <br />0.109 <br />0.015 <br />3.07 <br />1.63 <br />107 <br />46.97 28.13 1.10 1.00 <br />0.53 <br />51.41 <br />34.27 <br />
The URL can be used to link to this page
Your browser does not support the video tag.