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1430 E Edinger Ave-REV 1 - Plan
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1430 E Edinger Ave-REV 1 - Plan
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Entry Properties
Last modified
2/24/2026 5:02:00 AM
Creation date
2/24/2026 5:00:43 AM
Metadata
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Template:
Plan
Permit Number
20183198
20186203
30147418
30148982
40139225
40140476
101119781
101119782
Full Address
1430 E Edinger Ave
Street Number
1430
Street Direction
E
Street Name
Edinger
Street Suffix
Ave
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101119781 - Permit
(Permit - Plan)
Path:
\Building\Permits\E\Edinger Ave\1430 E Edinger Ave
101119782 - Permit
(Permit - Plan)
Path:
\Building\Permits\E\Edinger Ave\1430 E Edinger Ave
20183198 - Permit
(Permit - Plan)
Path:
\Building\Permits\E\Edinger Ave\1430 E Edinger Ave
20186203 - Permit
(Permit - Plan)
Path:
\Building\Permits\E\Edinger Ave\1430 E Edinger Ave
30147418 - Permit
(Permit - Plan)
Path:
\Building\Permits\E\Edinger Ave\1430 E Edinger Ave
30148982 - Permit
(Permit - Plan)
Path:
\Building\Permits\E\Edinger Ave\1430 E Edinger Ave
40139225 - Permit
(Permit - Plan)
Path:
\Building\Permits\E\Edinger Ave\1430 E Edinger Ave
40140476 - Permit
(Permit - Plan)
Path:
\Building\Permits\E\Edinger Ave\1430 E Edinger Ave
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Steel Beam <br />LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:SB2 @ TRASH ENCLOSURE <br />Core Structure, Inc. <br />23172 Plaza Pointe Drive <br />Suite 145 <br />Laguna Hills, CA 92653 <br />925-270-0755 <br />Project File: 23033 - Beam Trash.ec6 <br />Project Title:TOM'S JR <br />Engineer:A.T. <br />Project ID:23033 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis : Major Axis Bending <br />Beam is Fully Braced against lateral-torsional buckling <br />Allowable Strength Design Fy : Steel Yield : 46.0 ksi <br />Beam Bracing :E: Modulus : 29,000.0 <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.010, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 1.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.053 : 1 <br />Load Combination +D+0.750Lr+0.450W <br />Span # where maximum occurs Span # 1 <br />0.4229 k <br />Mn / Omega : Allowable 30.758 k-ft Vn/Omega : Allowable <br />HSS8x2x3/8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +D+0.750Lr+0.450W <br />80.208 k <br />Section used for this span HSS8x2x3/8 <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.005 : 1 <br />0.000 ft <br />1.639 k-ft Va : Applied <br />0 <360 <br />2894 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.024 in 7,896Ratio = >=360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.064 in Ratio = >=180 <br />Max Upward Total Deflection 0.000 in <br />Span: 1 : Lr Only <br />Span: 1 : +D+0.750Lr+0.450W <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios <br />M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length <br />D Only <br />Dsgn. L = 15.46 ft 1 0.032 0.003 0.97 0.97 51.37 30.76 1.00 1.00 0.25 133.95 80.21 <br />Dsgn. L = 0.04 ft 1 0.000 0.003 0.01 0.01 51.37 30.76 1.00 1.00 0.25 133.95 80.21 <br />+D+Lr <br />Dsgn. L = 15.46 ft 1 0.051 0.005 1.57 1.57 51.37 30.76 1.00 1.00 0.41 133.95 80.21 <br />Dsgn. L = 0.04 ft 1 0.001 0.005 0.02 0.02 51.37 30.76 1.00 1.00 0.41 133.95 80.21 <br />+D+0.750Lr <br />Dsgn. L = 15.46 ft 1 0.046 0.005 1.42 1.42 51.37 30.76 1.00 1.00 0.37 133.95 80.21 <br />Dsgn. L = 0.04 ft 1 0.001 0.005 0.02 0.02 51.37 30.76 1.00 1.00 0.37 133.95 80.21 <br />+D+0.60W <br />Dsgn. L = 15.46 ft 1 0.041 0.004 1.26 1.26 51.37 30.76 1.00 1.00 0.33 133.95 80.21 <br />Dsgn. L = 0.04 ft 1 0.000 0.004 0.01 0.01 51.37 30.76 1.00 1.00 0.33 133.95 80.21 <br />+D+0.750Lr+0.450W <br />Dsgn. L = 15.46 ft 1 0.053 0.005 1.64 1.64 51.37 30.76 1.00 1.00 0.42 133.95 80.21 <br />Dsgn. L = 0.04 ft 1 0.001 0.005 0.02 0.02 51.37 30.76 1.00 1.00 0.42 133.95 80.21 <br />+D+0.450W <br />Dsgn. L = 15.46 ft 1 0.039 0.004 1.19 1.19 51.37 30.76 1.00 1.00 0.31 133.95 80.21 <br />Dsgn. L = 0.04 ft 1 0.000 0.004 0.01 0.01 51.37 30.76 1.00 1.00 0.31 133.95 80.21 <br />+0.60D+0.60W <br />Dsgn. L = 15.46 ft 1 0.028 0.003 0.87 0.87 51.37 30.76 1.00 1.00 0.22 133.95 80.21 <br />Dsgn. L = 0.04 ft 1 0.000 0.003 0.01 0.01 51.37 30.76 1.00 1.00 0.22 133.95 80.21 <br />+1.119D 7 <br />1430 E Edinger Ave <br />3/27/2025
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