Specifications 1k
Structural Calculations
for
Residential Addition -
Beam Design
10313 S.W. 69th
Tigard, Oregon
Prepared for
Plumb Construction, LLC
Milwaukie, Oregon
LEI Project Number 3318
September 15, 2004
** *Limitations * **
Engineer was retained in limited capacity for this project. Design is based upon information
provided by the client, who is solely responsible for the accuracy of same. No responsibility
and/or liability is assumed by, or is to be assigned to the engineer for items beyond that shown
on these sheets. '1 sheets total including this cover sheet.
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This Packet of Calculations is Null and Void if Signature above is not Original
Lee Engineering, Inc.
1300 John Adams St.
Oregon City, OR 97045
(503) 655 -1342 Fax (503) 655 -1360
Residential Addition - Beam Design
Structural Calculations
Table of Contents
Item Sheets
1. Master Data Sheet MD1
2. Load Analysis LA1
3. Beam Design B1 - B3
4. Design Sketches SK -1 - SK-2
Master Data Sheet
Project Scope:
The scope of this project includes only a gravity design of beams for a residential
addition in Tigard, Oregon. The beams included in this design are one header beam at
the doorway between the existing house and new addition, all window header beams at
the new addition, and the main beam supporting the floor joists at the new addition. The
design of all other gravity framing and foundations as well as the lateral design are
beyond the scope of this project.
Design Specifications:
Gravity Loads:
Floor Live Load: 40 psf 1997 UBC Table 16 -A or B
Roof Live Load: See Ground Snow Load
Ground Snow Load: 25 psf (From Building Authority)
Materials:
4x Beams: Douglas Fir S4S No. 2
Structural Analysis Software Used:
WoodWorks Design Office 2000 — Wood Design Software
MD1
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LEE ENGINEERING, INC. MADE BY /e�- DATE V/ SHEET NO.
CIVIL • STRUCTURAL • ENVIRONMENTAL LAI
1300 John Ads CLIENT ✓� ,41 W r (SO d? FILE NO. 334$
Oregon City, OR am 9704 Street 5
office: 503.655.1342 fax: 503.655.1360 PROJECT ?' ' 'i bestyo
COMPANY PROJECT
fl WoodWorks® g,41,
SOFTWARE FOR WOOD DESIGN
Sep. 15, 2004 10:58:26 Opening.beam.wwb
Design Check Calculation Sheet
LOADS: ( lbs, psf, or pif )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
1 Dead Full UDL 238 No
2 Snow Full UDL 275 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
o' 10'
Dead 1237 1237
Live 1375 1375
Total 2612 2612
Bearing:
Length 1.2 1.2
Lumber -soft, D.Fir -L, No.2, 4x12"
Self Weight of 9.35 plf automatically included in Toads;
Lateral support: Top = full, Bottom= at supports; Load combinations: ICBO -UBC
SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and in )
Criterion Analysis Value Design Value Analysis /Design
Shear fv @d = 81 Fv' = 109 fv /Fv' = 0.74 OK
Bending( +) fb = 1061 Fb' = 1138 fb /Fb' = 0.93
Live Defl'n 0.09 = <L/999 0.33 = L/360 0.28
Total Defl'n 0.18 = L/678 0.67 = L /180 0.27
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb' += 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2
Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending( +): LC# 2 = D +S, M = 6529 lbs -ft
Shear : LC# 2 = D +S, V = 2612, V@d = 2122 lbs
Deflection: LC# 2 = D +S EI= 664.44e06 lb -in2
Total Deflection = 1.00(Defln_dead) + Defln_Live.
(D =dead L =live S =snow W =wind I= impact C= construction)
(All LC's are listed in the Analysis output)
. DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
I 1 WoodWorks® HI a
SOFTWARE FOR WOOD DESTCN
Sep. 15, 2004 11:02:18 Header.beam.wwb
Design Check Calculation Sheet
LOADS: ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
1 Dead Full UDL 389 No
2 Snow Full UDL 450 No
MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) :
0
0' 3'-6'
Dead 689 689
Live 788 788
Total 1476 1476
Bearing:
Length 1.0 1.0
Lumber -soft, D.Fir -L, No.2, 4x6"
Self Weight of 4.57 plf automatically included in Toads;
Lateral support: Top = full, Bottom= at supports; Load combinations: ICBO -UBC
SECTION vs. DESIGN CODE NDS -1997: ( stress =psl, and in )
Criterion Analysis Value Design Value Analysis /Design
Shear fv @d = 85 Fv' = 109 fv /Fv' = 0.78 D �/
Bending( +) fb = 878 Fb' = 1345 fb /Fb' = 0.65
Live Defl'n 0.02 = <L/999 0.12 = L/360 0.17
Total Defl'n 0.04 = <L/999 0.23 = L /180 0.16
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb' += 900 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2
Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending( +): LC# 2 = D +S, M = 1292 lbs -ft
Shear : LC# 2 = D +S, V = 1476, V@d = 1090 lbs
Deflection: LC# 2 = D +S EI= 77.64e06 lb -in2
Total Deflection = 1.00(Defln_dead) + Defln_Live.
(D =dead L =live S =snow W =wind I= impact C= construction)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
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COMPANY PROJECT
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I1a WoodWorks aM3
SOTYARF FOR WOOD OIFGN
Sep. 15, 2004 11:09:10 Floor.beam.wwb
Design Check Calculation Sheet
LOADS: ( lbs, psf, or plf )
Load Type Distribution Magnitude Location [ft] Pattern
Start End Start End Load?
1 Dead Full UDL 150 No
2 Live Full UDL 400 No
MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) :
0 9'
Dead 717 717
Live 1800 1800
Total 2517 2517
Bearing:
Length 1.2 1.2
Lumber -soft, D.Fir -L, No.2, 4x12"
Self Weight of 9.35 plf automatically included in loads;
Lateral support Top = full, Bottom= at supports; Load combinations: ICBO -UBC
SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and In )
Criterion Analysis Value Design Value Anal sis /Design
Shear fv @d = 76 Fv' = 95 fv /Fv' = 0.80
Sending( +) fb = 921 Fb' = 990 fb /Fb' = 0.93 0
Live Defl'n 0.09 = <L/999 0.30 = L/360 0.30
Total Defl'n 0.12 = L/869 0.60 = L /180 0.21
ADDITIONAL DATA:
FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#
Fb' += 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2
Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2
Fcp'= 625 1.00 1.00 -
E' = 1.6 million 1.00 1.00 2
Bending( +): LC# 2 = D +L, M = 5663 lbs -ft
Shear : LC# 2 = D +L, V = 2517, V@d = 1993 lbs
Deflection: LC# 2 = D +L EI= 664.44e06 lb -in2
Total Deflection = 1.00(Defln_dead) + Defln_Live.
(D =dead L =live S =snow W =wind I= impact C= construction)
(All LC's are listed in the Analysis output)
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
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