My WebLink
|
Help
|
About
|
Sign Out
Home
Browse
Search
1430 E Edinger Ave-REV 1 - Plan
PBA
>
Building
>
ProjectDox
>
E
>
Edinger Ave
>
1430 E Edinger Ave
>
1430 E Edinger Ave-REV 1 - Plan
Metadata
Thumbnails
Annotations
Entry Properties
Last modified
2/24/2026 5:02:00 AM
Creation date
2/24/2026 5:00:43 AM
Metadata
Fields
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
Document Relationships
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
Jump to thumbnail
< previous set
next set >
There are no annotations on this page.
Document management portal powered by Laserfiche WebLink 9 © 1998-2015
Laserfiche.
All rights reserved.
/
931
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).
Show annotations
View images
View plain text
Steel Beam <br />LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:SB4 @ 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 />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 />Dsgn. L = 2.75 ft 1 0.096 0.022 -2.95 2.95 51.37 30.76 1.00 1.00 1.79 133.95 80.21 <br />Dsgn. L = 11.00 ft 2 0.096 0.022 1.96 -2.95 2.95 51.37 30.76 1.00 1.00 1.79 133.95 80.21 <br />Dsgn. L = 2.75 ft 3 0.096 0.017 -2.95 2.95 51.37 30.76 1.00 1.00 1.38 133.95 80.21 <br />+D+0.60W <br />Dsgn. L = 2.75 ft 1 0.070 0.016 -2.16 2.16 51.37 30.76 1.00 1.00 1.32 133.95 80.21 <br />Dsgn. L = 11.00 ft 2 0.070 0.016 1.46 -2.16 2.16 51.37 30.76 1.00 1.00 1.32 133.95 80.21 <br />Dsgn. L = 2.75 ft 3 0.070 0.013 -2.16 2.16 51.37 30.76 1.00 1.00 1.03 133.95 80.21 <br />+D+0.750Lr+0.450W <br />Dsgn. L = 2.75 ft 1 0.112 0.026 -3.45 3.45 51.37 30.76 1.00 1.00 2.10 133.95 80.21 <br />Dsgn. L = 11.00 ft 2 0.112 0.026 2.33 -3.45 3.45 51.37 30.76 1.00 1.00 2.10 133.95 80.21 <br />Dsgn. L = 2.75 ft 3 0.112 0.020 -3.45 3.45 51.37 30.76 1.00 1.00 1.64 133.95 80.21 <br />+D+0.450W <br />Dsgn. L = 2.75 ft 1 0.065 0.015 -1.99 1.99 51.37 30.76 1.00 1.00 1.21 133.95 80.21 <br />Dsgn. L = 11.00 ft 2 0.065 0.015 1.34 -1.99 1.99 51.37 30.76 1.00 1.00 1.21 133.95 80.21 <br />Dsgn. L = 2.75 ft 3 0.065 0.012 -1.99 1.99 51.37 30.76 1.00 1.00 0.94 133.95 80.21 <br />+0.60D+0.60W <br />Dsgn. L = 2.75 ft 1 0.051 0.012 -1.56 1.56 51.37 30.76 1.00 1.00 0.96 133.95 80.21 <br />Dsgn. L = 11.00 ft 2 0.051 0.012 1.07 -1.56 1.56 51.37 30.76 1.00 1.00 0.96 133.95 80.21 <br />Dsgn. L = 2.75 ft 3 0.051 0.009 -1.56 1.56 51.37 30.76 1.00 1.00 0.76 133.95 80.21 <br />+1.119D <br />Dsgn. L = 2.75 ft 1 0.054 0.012 -1.66 1.66 51.37 30.76 1.00 1.00 1.00 133.95 80.21 <br />Dsgn. L = 11.00 ft 2 0.054 0.012 1.09 -1.66 1.66 51.37 30.76 1.00 1.00 1.00 133.95 80.21 <br />Dsgn. L = 2.75 ft 3 0.054 0.009 -1.66 1.66 51.37 30.76 1.00 1.00 0.76 133.95 80.21 <br />+1.089D <br />Dsgn. L = 2.75 ft 1 0.052 0.012 -1.61 1.61 51.37 30.76 1.00 1.00 0.97 133.95 80.21 <br />Dsgn. L = 11.00 ft 2 0.052 0.012 1.06 -1.61 1.61 51.37 30.76 1.00 1.00 0.97 133.95 80.21 <br />Dsgn. L = 2.75 ft 3 0.052 0.009 -1.61 1.61 51.37 30.76 1.00 1.00 0.74 133.95 80.21 <br />+0.4810D <br />Dsgn. L = 2.75 ft 1 0.023 0.005 -0.71 0.71 51.37 30.76 1.00 1.00 0.43 133.95 80.21 <br />Dsgn. L = 11.00 ft 2 0.023 0.005 0.47 -0.71 0.71 51.37 30.76 1.00 1.00 0.43 133.95 80.21 <br />Dsgn. L = 2.75 ft 3 0.023 0.004 -0.71 0.71 51.37 30.76 1.00 1.00 0.33 133.95 80.21 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr1 0.0000 0.000 -0.0023 1.632 <br />+D+0.750Lr+0.450W 2 0.0354 5.573 0.0000 1.632 <br />+D+Lr3 0.0000 5.573 -0.0023 1.137 <br />. <br />Load Combination Support 1 Support 2 Support 3 Support 4 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 3.743 3.743 <br />Max Upward from Load Combinations 3.743 3.743 <br />Max Upward from Load Cases 2.120 2.120 <br />Max Downward from all Load Conditions (Resisting Uplift-0.888 -0.888 <br />Max Downward from Load Combinations (Resisting Uplift)-0.888 -0.888 <br />Max Downward from Load Cases (Resisting Uplift)-0.490 -0.490 <br />D Only -0.398 1.573 1.573 -0.398 <br />+D+Lr -0.888 3.693 3.693 -0.888 <br />+D+0.750Lr -0.766 3.163 3.163 -0.766 <br />+D+0.60W -0.538 2.346 2.346 -0.538 <br />+D+0.750Lr+0.450W -0.870 3.743 3.743 -0.870 <br />+D+0.450W -0.503 2.153 2.153 -0.503 <br />+0.60D+0.60W -0.378 1.717 1.717 -0.378 <br />+0.60D -0.239 0.944 0.944 -0.239 <br />Lr Only -0.490 2.120 2.120 -0.490 <br />W Only -0.233 1.289 1.289 -0.233 <br />12 <br />1430 E Edinger Ave <br />3/27/2025
The URL can be used to link to this page
Your browser does not support the video tag.