My WebLink
|
Help
|
About
|
Sign Out
Home
Browse
Search
2616 COLBY AVE FRYING LEMON FISH 2024-02-09
>
Address Records
>
COLBY AVE
>
2616
>
FRYING LEMON FISH
>
2616 COLBY AVE FRYING LEMON FISH 2024-02-09
Metadata
Thumbnails
Annotations
Entry Properties
Last modified
2/9/2024 1:30:36 PM
Creation date
12/29/2023 3:31:31 PM
Metadata
Fields
Template:
Address Document
Street Name
COLBY AVE
Street Number
2616
Tenant Name
FRYING LEMON FISH
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.
/
134
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
Title Block Line 1 <br />Project Title: <br />Page 15 <br />You can change this area <br />Engineer: <br />using the "Settings" menu item <br />Project ID: <br />and then using the "Printing & <br />Project Descr: <br />Title Block" selection. <br />Title Block Line 6 <br />Printed: 18 APR 2020, 1:50PM <br />Wood Beam <br />DESCRIPTION: 2x12 roof joist <br />CODE REFERENCES <br />Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 <br />Load Combination Set: ASCE 7-10 <br />Material Properties <br />Analysis Method: Allowable Stress Design <br />Fb + <br />1350 psi <br />E: Modulus of Elasticity <br />Load Combination ASCE 7-10 <br />Fb - <br />1350 psi <br />Ebend- xx <br />1600 ksi <br />Fc - Prll <br />925 psi <br />Eminbend - xx <br />580 ksi <br />Wood Species Douglas Fir - Larch <br />Fe - Perp <br />625 psi <br />Wood Grade : No.1 <br />Fv <br />170 psi <br />Ft <br />675 psi <br />Density <br />31.21 pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />D(0.12) <br />D(0.047) <br />D(0.024) Lr(0.05) <br />2x12 <br />Span = 2020 ft <br />)plied Loads Service loads entered. Load Factors will be applied for calculations. <br />Point Load : D = 0.120 k @ 3.20 ft <br />Uniform Load : D = 0.0240, Lr = 0.050, Tributary Width =1.0 ft <br />Point Load : D = 0.0470 k @ 15.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />0.9191 Maximum Shear Stress Ratio = <br />0.333 : 1 <br />Section used for this span <br />2x12 <br />Section used for this span <br />2x12 <br />= <br />1,550.74psi <br />= <br />70.67 psi <br />= <br />1,687.50psi <br />= <br />212.50 psi <br />Load Combination <br />+D+Lr+H <br />Load Combination <br />+D+Lr+H <br />Location of maximum on span = <br />10.026ft <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 />0.662 in Ratio = <br />366>=360 <br />Max Upward Transient Deflection <br />0.000 in Ratio = <br />0 <360 <br />Max Downward Total Deflection <br />1.072 in Ratio = <br />226>=180 <br />Max Upward Total Deflection <br />0.000 in Ratio = <br />0 <180 <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />Max Stress Ratios <br />Moment Values <br />Shear Values <br />Segment Length <br />Span # <br />M <br />V <br />Cd <br />C FN <br />C i <br />Cr <br />C m <br />C t <br />C L <br />M <br />fb <br />Fb <br />V <br />fv <br />Fv <br />+D+H <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 20.20 ft <br />1 <br />0.480 <br />0.194 <br />0.90 <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.54 <br />583.80 <br />1215.00 <br />0.33 <br />29.71 <br />153.00 <br />+D+L+H <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 20.20 ft <br />1 <br />0.432 <br />0.175 <br />1.00 <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.54 <br />583.80 <br />1350.00 <br />0.33 <br />29.71 <br />170.00 <br />+D+Lr+H <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 20.20 ft <br />1 <br />0.919 <br />0.333 <br />1.25 <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />4.09 <br />1,550.74 <br />1687.50 <br />0.80 <br />70.67 <br />212.50 <br />+D+S+H <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 20.20 ft <br />1 <br />0.376 <br />0.152 <br />1.15 <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.54 <br />583.80 <br />1552.50 <br />0.33 <br />29.71 <br />195.50 <br />+D+0.750Lr+0.750L+H <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 20.20 ft <br />1 <br />0.776 <br />0.284 <br />1.25 <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />3.45 <br />1,308.96 <br />1687.50 <br />0.68 <br />60.43 <br />212.50 <br />+D+0.750L+0.750S+H <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.00 <br />Length = 20.20 ft <br />1 <br />0.376 <br />0.152 <br />1.15 <br />1.000 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.00 <br />1.54 <br />583.80 <br />1552.50 <br />0.33 <br />29.71 <br />195.50 <br />
The URL can be used to link to this page
Your browser does not support the video tag.