My WebLink
|
Help
|
About
|
Sign Out
Home
Browse
Search
1519 S Park Dr Unit# 2 - Plan
PBA
>
Building
>
ProjectDox
>
P
>
Park Dr
>
1519 S Park Dr Unit# 2
>
1519 S Park Dr Unit# 2 - Plan
Metadata
Thumbnails
Annotations
Entry Properties
Last modified
6/26/2026 5:00:13 AM
Creation date
6/26/2026 5:00:05 AM
Metadata
Fields
Template:
Plan
Permit Number
101126255
Full Address
1519 S Park Dr Unit# 2
Street Number
1519
Street Direction
S
Street Name
Park
Street Suffix
Dr
Unit Number
2
There are no annotations on this page.
Document management portal powered by Laserfiche WebLink 9 © 1998-2015
Laserfiche.
All rights reserved.
/
44
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
Multiple Simple Beam <br />DMAC Engineering, Inc.Lic. # : KW-06010297 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 <br />File: 1519.ec6 <br />Description : <br />BEAM Size :2x8, Sawn, Defined Brace Spacing, 1st at ft and spaced at 4.0 ft <br />Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16 <br />Douglas Fir-Larch No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 <br />31.210 <br />Eminbend - xx ksi <br />Wood Species :Wood Grade : <br />Fb - Tension <br />psi <br />psi Fv psi <br />Fb - Compr Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />Ebend- xx ksi Density pcf <br />RR1 <br />Applied Loads <br />Unif Load: D = 0.0150, Lr = 0.020 k/ft, Trib= 1.330 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.842 : 1 <br />Max Reactions (k)HEWSLrL <br />+D+Lr+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />7.500 inft <br />44.30 psi <br />Fb : Allowable :1,420.45 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb :+D+Lr+H <br />225.00 psi <br />fb : Actual : <br />Max fv/FvRatio =0.197 : 1 0.000 ft <br />1,195.58 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.400 in <br />Transient Upward 0.000 in <br />Total Downward 0.699 in <br />Total Upward 0.000 in <br />0.15 0.200.15 0.20 Ratio 450 257Ratio <br />LC: Lr Only LC: +D+Lr+H <br />LC:LC: <br />BEAM Size :2x8, Sawn, Defined Brace Spacing, 1st at ft and spaced at 8.0 ft <br />Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending <br />Wood Beam Design : <br />Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16 <br />Douglas Fir-Larch No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 <br />31.210 <br />Eminbend - xx ksi <br />Wood Species :Wood Grade : <br />Fb - Tension <br />psi <br />psi Fv psi <br />Fb - Compr Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />Ebend- xx ksi Density pcf <br />CJ1 <br />Applied Loads <br />Unif Load: D = 0.010, L = 0.010 k/ft, Trib= 1.330 ft <br />Unif Load: L = 0.010 k/ft, 0.0 to 6.0 ft, Trib= 1.330 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.795 : 1 <br />Max Reactions (k)HEWSLrL <br />+D+L+HLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />6.900 inft <br />33.02 psi <br />Fb : Allowable :1,002.33 psi <br />Right Support <br />Fv : Allowable :Span # 1 <br />Load Comb :+D+L+H <br />180.00 psi <br />fb : Actual : <br />Max fv/FvRatio =0.183 : 1 0.000 ft <br />796.87 psi at <br />atfv : Actual : <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.269 in <br />Transient Upward 0.000 in <br />Total Downward 0.468 in <br />Total Upward 0.000 in <br />0.10 0.160.10 0.12 Ratio 669 384Ratio <br />LC: L Only LC: +D+L+H <br />LC:LC:
The URL can be used to link to this page
Your browser does not support the video tag.