Specifications m Til/� DUB �
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MASSIE HOME DESIGN
RECEIVED
our 2011
CITY OF TIGARD
BUILDING DIVISION
BEAM SPECIFICATIONS AND CALCULATIONS
FOR
Plan 2371
Date: OctOer 7 2011
dI: -055 z.
Client,. sh o Inc
r, io BTW., Inc.
4' e10.0,1 ess:
;`sY 'lot 31
/.\\440 SW 78th Ave.
'1igard, Or. 97224
5672 SE CHASE LP. • GRESHAM, OREGON • 97080
PHONE: 503.663.1100 • E-MAIL: BRIAN@MASSIEHD.COM
•
Project:2371 Page
Location: (A)BEAM ABOVE GREAT ROOM&BONUS ROOM Brian Massie /
Uniformly Loaded Floor Beam .s • 1, l Massie Home Design
[2009 International Residential Code(2005 NDS)] 5672 SE Chase Lp.
6.75 IN x 10.5 IN x 14.5 FT Gresham,OR 97080
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:21.2% StruCalc Version 8.0.101.0 10/7/2011 11:13:33 AM
Controlling Factor:Deflection LOADING DIAGRAM
pEFLECTIONS Center
Live Load 0.40 IN L/436
Dead Load 0.11 in
Total Load 0.51 IN L/340
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240
REACTIONS A
Live Load 3408 lb 3408 lb
Dead Load 963 lb 963 lb
Total Load 4371 lb 4371 lb
Bearing Length 1.00 in 1.00 in
BEAM DATA Center -7:2-7-7.1:::=7:17-7-=====.7-7-
----14.8 ft --------
Span Length 14.5 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
Camber Adj.Factor 1 FLOOR LOADING
Camber Required 0.11 Side 1 Side 2
Notch Depth 0.00 Floor Live Load FLL= 40 psf 40 psf
MATERIAL PROPERTIES Floor Dead Load FDL= 10 psf 10 psf
24F-V4-Visually Graded Western Species Floor Tributary Width FTW
WAL= 2 ft 9.8 ft
Base Values Adjusted Wall Load WALL= 0 plf
Bending Stress: Fb= 2400 psi Controlled by: BEAM LOADING
Fb_cmpr= 1850 psi Fb'= 2400 psi Beam Total Live Load: wL= 470 plf
Cd=1.00 Beam Total Dead Load: wD= 118 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Self Weight: BSW= 15 plf
Cd=1.00 Total Maximum Load: wT= 603 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp.-l-to Grain: Fc- L= 650 psi Fc--- = 650 psi
Controlling Moment: 15844 ft-lb
7.25 ft from left support
Created by combining all dead and live loads.
-Controlling Shear. -3846 lb
At a distanced from support.
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus: 79.22 in3 124.03 in3
Area(Shear): 21.77 in2 70.88 in2
Moment of Inertia(deflection): 537.23 in4 651.16 in4
Moment: 15844 ft-lb 24806 ft-lb
Shear: -3846 lb 12521 lb
NOTES
AUTHORIZED CO°r\ OE
MF clE HOME DES€k."ih
DO NOT REPRODOk_A
c A N� UNAU a'd t ��'� -�
Project:2371 page
Location:(B)BEAM ABOVE STAIRS AT MAIN LEVEL Brian Massie /of
Uniformly Loaded Floor Beam �, i Massie Home Design
[2009 International Residential Code(2005 NDS)] 44.464" 5672 SE Chase Lp.
3.5 IN x 11.25 IN x 3.33 FT Gresham,OR 97080
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:5916.5% StruCaic Version 8.0.101.0 10/7/2011 11:13:33 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.00 IN UMAX
Dead Load 0.00 in
Total Load 0.00 IN UMAX
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240
REACTIONS 9
Live Load 22 lb 22 lb
Dead Load 100 lb 100 lb
Total Load 122 lb 122 lb
Bearing Length 0.06 in 0.06 in
BEAM DATA Center � � 7
_... - 3.33 ft
Span Length 3.33 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
Notch Depth 0.00 FLOOR LOADING
MATERIAL PROPERTIES, Side 1 Sidra
#2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf
Base Values Adjusted Floor Dead Load FDL= 10 psf 10 psf
Bending Stress: Fb= 900 psi Fb'= 990 psi Floor Tributary Width FM/= 0.3 ft 0 ft
Cd=1.00 CF=1.10 Wall Load WALL= 48 plf
Shear Stress: Fv= 180 psi Fv'= 180 psi SEAM LOADING
Cd=1.00 Beam Total Live Load: wL= 13 plf
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Beam Total Dead Load: wD= 51 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Self Weight: BSW= 9 plf
Comp.-I-to Grain: Fc- = 625 psi Fc--L'= 625 psi Total Maximum Load: wT= 73 plf
Controlling Moment: 101 ft-lb
1.665 ft from left support
Created by combining all dead and live loads.
Controlling Shear 54 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 1.23 in3 73.83 in3
Area(Shear): 0.45 in2 39.38 in2
Moment of Inertia(deflection): 0.76 in4 415.28 in4
Moment: 101 ft-lb 6091 ft-lb
Shear: 54 lb 4725 lb
NOTES
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Project:2371 page
Location:(C)BEAM ABOVE HALL NEAR 1/2 BATH AT MAIN LEVEL Brian Massie
Multi-Loaded Multi-Span Beam ..., . ,` I Massie Home Design /
[2009 International Residential Code(2005 NDS)] - 5672 SE Chase Lp.
3.5 IN x 11.25 IN x 6.92 FT Gresham,OR 97080
42-Douglas-Fir-Larch-Dry Use
Section Adequate By:669.4% StruCalc Version 8.0.101.0 10/7/2011 11:13:33 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.01 IN UMAX
Dead Load 0.00 in
Total Load 0.01 IN U8430
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240
REACTIONS A a
Live Load 412 lb 234 lb
Dead Load 133 lb 88 lb
TR2
Total Load 545 lb 322 lb
Bearing Length 0.25 in 0.15 in
SEAM DATA Center
pan Length 6.92 ft
- - 6.92ft ..
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 6.92 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
#2-Douglas-Fir-Larch Beam Self Weight 9 plf
Base Values Adjusted Total Uniform Load 9 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=1.10 Load Number One Two Three
Shear Stress: Fv= 180 psi Fv'= 180 psi Left Live Load 26.8 plf 116.4 plf 13.2 plf
Cd=1.00 Left Dead Load 6.7 plf 29.1 plf 3.3 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Right Live Load 26.8 plf 116.4 plf 13.2 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Right Dead Load 6.7 plf 29.1 plf 3.3 plf
Comp.-I-to Grain: Fc- L= 625 psi Fc--L'= 625 psi Load Start 0 ft 0 ft 3.58 ft
Load End 6.92 ft 3.58 ft 6.92 ft
Controlling Moment: 792 ft-lb Load Length 6.92 ft 3.58 ft 3.34 ft
- 2.91 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear. 376 lb
At a distanced from left support of span 2(Center Span)
- Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 9.6 in3 73.83 in3
Area(Shear): 3.13 in2 39.38 in2
Moment of Inertia(deflection): 13.23 in4 415.28 in4
Moment: 792 ft-lb 6091 ft-lb
Shear: 376 lb 4725 lb
NOTES
F�UTHOP1 L. COPY OF
Project:2371 page
Location:(D)BEAM ABOVE STAIR RAILING AT MAIN LEVEL Brian Massie /
Multi-Loaded Multi-Span Beam .E 1 Massie Home Design ///
of
[2009 International Residential Code(2005 NDS)] 5672 SE Chase Lp.
3.125 IN x 10.5 IN x 10.5 FT Gresham,OR 97080
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:33.7% StruCalc Version 8.0.101.0 10/7/2011 11:13:33 AM
Controlling Factor:Moment LOADING DIAGRAM
QEFLECTIONS Center
Live Load 0.24 IN LJ526
Dead Load 0.07 in
Total Load 0.31 IN U404
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A a
Live Load 2694 lb 2263 lb 2
Dead Load 786 lb 652 lb
Total Load 3480 lb 2916 lb TR1
Bearing Length 1.71 in 1.44 in
BEAM DATA Center
Span Length 10.5 ft - 10.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 10.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber Adj.Factor 1 Uniform Live Load 0 plf
Camber Required 0.07 Uniform Dead Load 0 plf
Notch Depth 0.00 Beam Self Weight 7 plf
MATERIAL PROPERTIES Total Uniform Load 7 plf
24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN
Base Values Adjusted Load Number One Two
Bending Stress: Fb= 2400 psi Controlled by: Live Load 234 lb 22 lb
Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 88 lb 100 lb
Cd=1.00 Location 3.66 ft 4.33 ft
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd-1 00
Load Number One Two
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 390 plf 140 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 97.5 plf 35 plf
- Comp.-1-to Grain: Fc--I-= 650 psi Fc--1-'= 650 psi Right Live Load 390 plf 140 plf
Controlling Moment: 8592 ft-lb Right Dead Load 97.5 plf 35 plf
4.62 Ft from left support of span 2(Center Span) Load E 0 ft 0 ft
- Created by combining all dead loads and live loads on span(s)2 Load EnLoad dd 10.5 ft 4.33 ft
Controlling Shear. 2917 lb Load Length 10.5 ft 4.33 ft
At a distance d from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 42.96 in3 57.42 in3
Area(Shear): 16.51 in2 32.81 in2
Moment of Inertia(deflection): 206.28 in4 301.46 in4
Moment: 8592 ft-lb 11484 ft-lb
Shear: 2917 lb 5797 lb
NOTES
AUTHORIZED COPY OF
MASSIE HOME DESIGN
DO NOT Y"}'. e
CE
IF P!r c S-1, 7'. DOES NOT AP. A. . !N i.,17;:'
Project:2371 page
Location:(E)BEAM ABOVE GARAGE .,,, Brian Massie /
Combination Roof And Floor Beam .v k I Massie Home Design
[2009 International Residential Code(2005 NDS)j 5672 SE Chase Lp. a
(2)1.5 IN x 11.25 IN x 5.75 FT Gresham,OR 97080
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:221.1% StruCalc Version 8.0.101.0 10/7/2011 11:13:34 AM
Controlling Factor:Moment
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/8091
Dead Load 0.01 in
Total Load 0.02 IN U3885
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240
REACTIONS A ,¢
Live Load 568 lb 568 lb
Dead Load 615 lb 615 lb
Total Load 1183 lb 1183 lb
Bearing Length 0.63 in 0.63 in
BEAM DATA Center
Span Length 5.75 ft __________________ __ .._ ___..______.__.__________
Unbraced Length-Top 0 ft ------------ 5.76 ft
Roof Pitch 7 :12
Floor Duration Factor 1.00
Roof Duration Factor 1.15
Notch Depth 0.00 ROOF LOADING
Side l Side 2
MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 25 psf
#2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 15 psf
Base Values Adjusted Roof Tributary Width RTW= 1 ft 4.5 ft
Bending Stress: Fb= 900 psi Fb'= 1035 psi
Cd=1.15 CF=1.00 FLOOR LOADING
Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2
Cd=1.15 Floor Live Load FLL= 40 psf 40 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 10 psf 10 psf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 1.5 ft 0 ft
- Comp.-I-to Grain: Fc--L= 625 psi Fc-1'= 625 psi Wall Load WALL= 96 plf
Controlling Moment: 1700 ft-lb BEAM LOADING
2.875 ft from left support Roof Uniform Live Load: wL-roof= 138 plf
Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 96 plf
Controlling Shear. 804 Ib Floor Uniform Live Load: wL-floor= 60 plf
At a distance d from support. Floor Uniform Dead Load: wD-floor= 15 plf
Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf
Combined Uniform Live Load: wL= 198 plf
Comparisons with required sections: Req'd Provided Combined Uniform Dead Load: wD= 214 plf
Combined Uniform Total Load: wT= 411 plf
Section Modulus: 19.71 in3 63.28 in3
Area(Shear): Controlling Total Design Load: wT-cont= 411 plf
( ) 5.83 in2 33.75 in2
Moment of Inertia(deflection): 21.99 in4 355.96 in4
Moment: 1700 ft-lb 5458 ft-lb
Shear: -804 lb 4658 lb
NOTES
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Project:2371 page
Location:(F)BEAM ABOVE GARAGE ' Brian Massie
21; h, /
Multi-Loaded Multi-Span Beam Massie Home Design
[2009 International Residential Code(2005 NDS)] l'A5672 SE Chase Lp. co
3.5 IN x 11.25 IN x 9.0 FT Gresham,OR 97080
1.9E-2600F-APA EWS LVL Stress Classes
Section Adequate By: 127.8% StruCalc Version 8.0.101.0 10/7/2011 11:13:34 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.07 IN U1612 1
Dead Load 0.06 in
Total Load 0.13 IN U838
Live Load Deflection Criteria:0360 Total Load Deflection Criteria:0240
REACTIONS A a TR4
Live Load 1420 lb 1477 lb TR2 TR3
Dead Load 1337 lb 1270 lb
Total Load 2756 lb 2748 lb w
Bearing Length 1.13 in 1.12 in
BEAM DATA Center
9 ft
Span Length 9 ft A -
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 27 plf
MATERIAL PROPERTIES Uniform Dead Load 7 plf
1.9E-2600F-APA EWS LVL Stress Classes Beam Self Weight 11 plf
Total Uniform Load 45 plf
Base Values Adjusted
Bending Stress: Fb= 2600 psi Fb'= 2621 psi POINT LOADS-CENTER SPAN
Cd=1.00CF=1.01 Load Number One
Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 568 lb
Cd=1.00 Dead Load 615 lb
Modulus of Elasticity: E= 1900 ksi E= 1900 ksi Location 6 ft
Comp.-L to Grain: Fc---= 700 psi Fc-1'= 700 psi TRAPEZOIDAL LOADS-CENTER SPAN
Load Number One INQ Three Four
Controlling Moment: 7078 ft-lb Left Live Load 0 plf 131.3 plf 175 plf 100 plf
4.95 Ft from left support of span 2(Center Span) Left Dead Load 96 plf 78.8 plf 105 plf 60 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 0 plf 131.25p1f 175 plf 100 plf
Controlling Shear -2455 lb Right Dead Load 96 plf 78.75 plf 105 plf 60 plf
At a distanced from right support of span 2(Center Span) Load Start O ft O ft 2 ft O ft
Created by combining all dead loads and live loads on span(s)2 Load End 6 ft 2 ft 9 ft 6 ft
- Load Length 6 ft 2 ft 7 ft 6 ft
Comparisons with required sections: Rea'd Provided
Section Modulus: 32.41 in3 73.83 in3
Area(Shear): 12.92 in2 39.38 in2
Moment of Inertia(deflection): 118.94 in4 415.28 in4
Moment: 7078 ft-lb 16126 ft-lb
Shear: -2455 lb 7481 lb
NOTES
AUTHORiZED COPY OF
Mt SIE HOME DESAGN
DO NOT REPROU
- THS I r'1{' P DOES NOT!,:f7.::,:', . >>1-
Project:2371 page
Location:(G)BEAM ABOVE GARAGE Brian Massie
Combination Roof And Floor Beam + ' Massie Home Design //
[2009 International Residential Code(2005 NDS)) 5672 SE Chase Lp. of
(2)1.5 IN x 11.25 IN x 3.25 FT Gresham,OR 97080
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:869.0% StruCalc Version 8.0.101.0 10/7/2011 11:13:34 AM
Controlling Factor:Moment
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center LOADING DIAL AM
Live Load 0.00 IN UMAX
Dead Load 0.00 in
Total Load 0.00 IN UMAX
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240
REACTIONS A B
Live Load 370 lb 370 lb
Dead Load 324 lb 324 lb
Total Load 693 lb 693 lb
Bearing Length 0.37 in 0.37 in
BEAM DATA Center
Span Length 3.25 ft `.._..�_. _.._�Y___ _ ...� __.
Unbraced Length-Top 0 ft 3.25 ft -113
Roof Pitch 7 :12
Floor Duration Factor 1.00
Roof Duration Factor 1.15
Notch Depth 0.00 ROOF LOADING
Side 1 Side 2
MATERIAL PROPERTIES Roof Live Load RLL= 25 psf 25 psf
#2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 15 psf
Base Values Adjusted Roof Tributary Width RTW= 1 ft 2.5 ft
Bending Stress: Fb= 900 psi Fb'= 1035 psi
Cd=1.15 CF=1.00 FLOOR LOADING
Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1id
Cd=1.15 Floor Live Load FLL= 40 psf 40 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 10 psf 10 psf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Floor Tributary Width FTW= 3.5 ft 0 ft
- Comp.--to Grain: Fc-i= 625 psi Fc--1-'= 625 psi Wall Load WALL= 96 plf
Controlling Moment: 563 ft-lb SEAM LOADING
1.625 ft from left support Roof Uniform Live Load: wL-roof= 88 plf
-
Created by combining all dead and live loads. Roof Uniform Dead Load: wD-roof= 61 plf
Controlling Shear. -305 lb Floor Uniform Live Load: wL-floor= 140 plf
At a distanced from support. Floor Uniform Dead Load: wD-floor= 35 plf
Created by combining all dead and live loads. Beam Self Weight: BSW= 7 plf
Combined Uniform Live Load: wL= 228 plf
Comparisons with required sections: Req'd Provided Combined Uniform Dead Load: wD= 199 plf
Section Modulus: 6.53 in3 63.28 in3 Combined Uniform Total Load: wT= 427 plf
Area(Shear): 2.21 int 33.75 int Controlling Total Design Load: wT-cont= 427 plf
Moment of Inertia(deflection): 4.12 in4 355.96 in4
Moment: 563 ft-lb 5458 ft-lb
Shear: -305 lb 4658 lb
NOTES
AUTHORIZFD COPY OF
n E HOME DESIGN
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Project:2371 aese
Location:(H)BEAM ABOVE GARAGE ,,. ' Brian Massie /of Multi-Loaded Multi-Span Beam + Massie Home Design
[2009 International Residential Code(2005 NDS)] 5672 SE Chase Lp.
3.5 IN x 11.25 IN x 8.83 FT Gresham,OR 97080
1.9E-2600F-APA EWS LVL Stress Classes
Section Adequate By:601.7% StruCaic Version 8.0.101.0 10/7/2011 11:13:34 AM
Controlling Factor:Shear LOADING DIAGRAM
DEFLECTIONS Center
-Live Load 0.02 IN U6510
Dead Load 0.01 in
Total Load 0.03 IN L13476
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L1240
REACTIONS A g
Live Load 759 lb 247 lb
Dead Load 714 lb 203 lb TR2
Total Load 1473 lb 450 lb TR1
Bearing Length 0.60 in 0.18 in
BEAM DATA Center
Span Length 8.83 ft _
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 8.83 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
1.9E-2600F-APA EWS LVL Stress Classes Beam Self Weight 11 plf
Base Values Adjusted Total Uniform Load 11 plf
Bending Stress: Fb= 2600 psi Fb'= 2621 psi POINT LOADS-CENTER SPAN
Cd=1.00 CF=1.01 Load Number One
Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 370 lb
Cd=1.00 Dead Load 324 lb
Modulus of Elasticity: E= 1900 ksi E= 1900 ksi Location 2 ft
Comp.--to Grain: Fc-_= 700 psi Fc-_'= 700 psi TRAPEZOIDAL LOADS-CENTER SPAN,
Controlling Moment: 2020 ft-lb Load Number One Two Three Four
2.03 Ft from left support of span 2(Center Span) Left Live Load 43.8 plf 156.3 plf 26.8 plf 26.8 plf
Left Dead Load 122.3 plf 93.8 plf 6.7 plf 6.7 plf
Created by combining all dead loads and live loads on span(s)2 Right Live Load 43.75plf 156.25plf 26.8 plf 26.8 plf
Controlling Shear: 1066 lb Right Dead Load 122.25 plf 93.75 plf 6.7 plf 6.7 plf
At a distance d from left support of span 2(Center Span) Load Start 0 ft 0 ft
Created by combining all dead loads and live loads on span(s)2 0 ft 2 ft
Load End 2 ft 2 ft Zit 8.83 ft
Comparisons with Load Length 2 ft 2 ft 2 ft 6.83 ft
p required sections: Req'd Provided
Section Modulus: 9.25 in3 73.83 in3
Area(Shear): 5.61 in2 39.38 in2
Moment of Inertia(deflection): 28.67 in4 415.28 in4
Moment: 2020 ft-lb 16126 ft-lb
Shear: 1066 lb 7481 lb
NOTES
WALL LOAD ADDED TO TRAPEZOIDAL LOAD ONE-DEAD LOAD
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Project:2371 aria
Location:(J)BEAM ABOVE GARAGE 7' Brian Massie /
Multi-Loaded Multi-Span Beam _"�f 4 , Massie Home Design
[2009 International Residential Code(2005 NDS)] i. 5672 SE Chase Lp.
5.125 IN x 15.0 IN x 19.5 FT Gresham,OR 97080
,24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:12.9% StruCalc Version 8.0.101.0 10/7/2011 11:13:34 AM
Controlling Factor:Deflection LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.58 IN L/406
Dead Load 0.25 in
Total Load 0.82 IN L/285
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 2
REACTIONS A B
Live Load 4124 lb 4162 lb
Dead Load 1584 lb 1855 lb TR2 TR3
Total Load 5708 lb 6017 lb TR1
Bearing Length 1.71 in 1.81 in
BEAM DATA Center _J
_ 18.8ft
Span Length 19.5 ft A ----- _
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 19.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber Adj.Factor 1 Uniform Live Load 0 plf
Camber Required 0.25 Uniform Dead Load 0 plf
Notch Depth 0.00 Beam Self Weight 17 plf
MATERIAL PROPERTIES Total Uniform Load 17 plf
24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN
Base Values Adjusted Load Number One Two
Bending Stress: Fb= 2400 psi Controlled by: Live Load 247 lb 1477 lb
Fbcmpr= 1850 psi Fb'= 2364 psi Dead Load 203 lb 1270 lb
Cd-=1.00 Cv=0.99 Location 3.42 ft 13.58 ft
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Number One
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi 180ree Four
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left DeadLa Loada 200 plf 140 plf plf 15 plf
Comp. 1 to Grain: Fc- 650 psi Fc- L'= 650psi Left Load 50 plf 35 plf 45 plf 15 plf
1=
Right Live Load 200 plf 140 plf 180 plf 60 plf
Controlling Moment: 31218 ftIb Right Dead Load 50 plf 35 plf 45 plf 15 plf
11.11 Ft from left support of span 2(Center Span) Load Start 0 ft 0 ft 3.42 ft 13.58 ft
Created by combining all dead loads and live loads on span(s)2 Load End 19.5 ft 3.42 ft 13.58 ft 19.5 ft
Controlling Shear: -5618 lb Load Length 19.5 ft 3.42 ft 10.16 ft 5.92 ft
At a distance d from right support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Req'd Provided
Section Modulus: 158.43 in3 192.19 in3
Area(Shear): 31.8 in2 76.88 in2
Moment of Inertia(deflection): 1276.84 in4 1441.41 in4
Moment: 31218 ft-lb 37869 ft-lb
Shear: -5618 lb 13581 lb
NOTES
AUTHORIZED HORIZED COPY OF
MASSIE HOME DESIGN
DO NO1 Ri:PF `IDLICE
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Project:2371 Page
Location:(K)BEAM AT FRONT OF GARAGE �. Brian Massie /
Multi-Loaded Multi-Span Beam +, j, j Massie Home Design
[2009 International Residential Code(2005 NDS)] - 5672 SE Chase Lp.
5.125 IN x 15.0 IN x 19.5 FT Gresham,OR 97080
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:37.5% StruCalc Version 8.0.101.0 10/7/2011 11:13:35 AM
Controlling Factor:Deflection LOADING DIAGRAM
-DEFLECTIONS Center
Live Load 0.38 IN 0619
Dead Load 0.33 in
Total Load 0.71 IN L/330
2
Live Load Deflection Criteria:0360 Total Load Deflection Criteria:L/240 i
REACTIONS A B
Live Load 2458 lb 2259 lb
Dead Load 2187 lb 2047 lb TR3
Total Load 4645 lb 4306 lb
Bearing Length 1.39 in 1.29 in
BEAM DATA Center , _
18.5 R
Span Length 19.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 19.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber Adj.Factor 1 Uniform Live Load 0 plf
Camber Required 0.33 Uniform Dead Load 0 plf
Notch Depth 0.00 Beam Self Weight 17 plf
MATERIAL PROPERTIES Total Uniform Load 17 plf
24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN
Base Values Adjusted Load Number One Two
Bending Stress: Fb= 2400 psi Controlled by: Live Load 759 lb 1420 lb
Fb_cmpr= 1850 psi Fb'= 2364 psi Dead Load 714 lb 1337 lb
Cd=1.00 Cv=0.99 Location 3.42 ft 13.58 ft
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 Load Numberng Two Three Four
Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 50 plf 0 plf 180 plf 12.5 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 30 plf 96 plf 45 plf 7.5 plf
Comp.-I-to Grain: Fc---= 650 psi Fc--1-'= 650 psi Right Live Load 50 plf 0 plf 180 plf 12.5 plf
Controlling Moment: 26874 ft-lb Right Dead Load 30 plf 96 plf 45 plf7.5 plf
10.53 Ft from left support of span 2(Center Span) Load Start 3.42 ft 3.42 ft 3.42 ft 3.42 ft
Load End 13.58 ft 13.58 ft 13.58 ft 19.5 ft
- Created by combining all dead loads and live loads on span(s)2 Load Length 10.16 ft 10.16 ft 10.16 ft 16.08 ft
Controlling Shear: 4625 lb
At a distance d from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Read Provided
Section Modulus: 136.39 in3 192.19 in3
Area(Shear): 26.18 in2 76.88 in2
Moment of Inertia(deflection): 1048.4 in4 1441.41 in4
Moment: 26874 ft-lb 37869 ft-lb
Shear: 4625 lb 13581 lb
NOTES
AUTHORIZED COPY OF
MASS F HOME DESIGN
DO NOT REPRODUCE
i ;-M-Icc2Tf.:t,if-«)) S NOT APREAR \ fii1'I_
.� .S.I 'a N L3 , g-,,r,i`:P.
Project:2371 Page
Location:(L)GARAGE DOOR HEADER Brian Massie
Multi-Loaded Multi-Span Beam v; hi„ 1 Massie Home Design
[2009 International Residential Code(2005 NDS)] '+' 5672 SE Chase LEI or
5.5 IN x 11.5 IN x 16.58 FT Gresham,OR 97080
it2-Douglas-Fir-Larch-Dry Use
Section Adequate By: 175.5% StruCaic Version 8.0.101.0 10/7/2011 11:13:35 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
-Live Load 0.10 IN 02082
Dead Load 0.08 in
Total Load 0.18 IN U1114
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240
REACTIONS A g,
Live Load 402 lb 605 lb
Dead Load 355 lb 477 lb
Total Load 757 lb 1082 lb TR3
Bearing Length 0.22 in 0.31 in
BEAM DATA Center r pass s
Span Length 16.58 ft d
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.58 ft
Uve Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 0 plf
MATERIAL PROPERTIES Uniform Dead Load 0 plf
Beam Self Weight 14 plf
#2-Douglas-Fir-Larch Total Uniform Load 14 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 875 psi TRAPEZOIDAL LOADS-CENTER SPAN
Cd=1.00 CF=1.00 Load Number Qne Two Three Four
Shear Stress: Fv= 170 psi Fv'= 170 psi Left Live Load 37.5 plf 12.5 plf 87.5 plf 25 plf
Cd=9.00 Left Dead Load 22.5 plf 7.5 plf 52.5 plf 15 plf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Right Live Load 37.5 plf 12.5 plf 87.5 plf 25 plf
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Right Dead Load 22.5 plf 7.5 plf 52.5 plf 15 plf
Comp.1 to Grain: Fc--I-= 625 psi Fc-1-'= 625 psi Load Start 0 ft 1.92 ft 12.08 ft 0 ft
Load End 1.92 ft 12.08 ft 16.58 ft 16.58 ft
Controlling Moment: 3209 ft-lb Load Length 1.92 ft 10.16 ft 4.5 ft 16.58 ft
9.28 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -922 lb
At a distance d from right support of span 2(Center Span)
- Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Redd Provided
Section Modulus: 44.01 in3 121.23 in3
Area(Shear): 8.13 in2 63.25 in2
Moment of Inertia(deflection): 150.21 in4 697.07 in4
Moment: 3209 ft-lb 8840 ft-lb
Shear: -922 lb 7168 lb
NOTES
AUTHORIZED COPY OF.
MASSIE HOME DESIGN
F J--L.:17 REP i 'Dt,iCE
!int Tills £k '4..,IP DOES NOT .7i tE.:1,. 6i s n t::�i
Project:2371 p
age
Location:(M)BEAM ABOVE FRONT COVERED PORCH Brian Massie
Roof Beam + Massie Home Design
[2009 International Residential Code(2005 NDS)] „� 5672 SE Chase Lp. of
5.5 IN x 9.5 IN x 9.66 FT Gresham,OR 97080
it2-Douglas-Fir-Larch-Wet Use
Section Adequate By:329.6% StruCaic Version 8.0.101.0 10/7/2011 11:13:35 AM
Controlling Factor:Moment LOADING DIAGRAM
_DEFLECTIONS Center
Live Load 0.03 IN L/4031
Dead Load 0.02 in
Total Load 0.05 IN 1)2184
Live Load Deflection Criteria:1/240 Total Load Deflection Criteria:1)180
REACTIONS A
Live Load 362 lb 362 lb
Dead Load 306 lb 306 lb
Total Load 669 lb 669 lb
Bearing Length 0.29 in 0.29 in
DEAM DATA
Span Length 9.7 ft
9.66 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 7 :12 ROOF LOADING
Roof Duration Factor 1.15 Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2-Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values A.justed Tributary Width: TW= 2 ft
Bending Stress: Fb= 875 psi Fb'= 1006 psi Side Two:
Cd=1.1 b CF=1.00 Roof Live Load: LL= 25 psf
Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Dead Load: DL= 15 psf
Cd=1.15 Tributary Width: 7W= 1 ft
Modulus of Elasticity: E= 1300 ksi E"= 1300 ksi Wall Load: WALL= 0 plf
Min.Mod.of Elasticity: E_min= 470 ksi E min'= 470 ksi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Comp.1 to Grain: Fc- 1= 625 psi Fc- '= 419 psi Adjusted Beam Length: Ladj= 9.66 ft
Cm=0.67 Beam Self Weight: BSW= 11 plf
Beam Uniform Live Load: wL= 75 plf
Controlling Moment: 1615 ft-lb Beam Uniform Dead Load: wD_adj= 63 plf
4.83 ft from left support Total Uniform Load: wT= 138 plf
Created by combining all dead and live loads.
Controlling Shear: 562 lb
- At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus: 19.26 in3 82.73 in3
Area(Shear): 4.31 in2 52.25 in2
Moment of Inertia(deflection): 32.39 in4 392.96 in4
Moment: 1615 ft-lb 6937 ft-lb
Shear: 562 lb 6810 lb
NOTES
AUTHORIZED COP,Y OF'
NeVOSiE HOME 6 Elis N
Do NOT REPRODUCE
._ a F 4?. �4A#'-?r G -7 ti l l pig.V i ' ..
[-f t:; ,� , f INA I iH.+O t;, , r
Project:2371 pe
Location:(N)BEAM ABOVE REAR DECK AT MAIN LEVEL ... Brian Massie /
of
Combination Roof And Floor Beam _1 . . IMassie Home Design
[2009 International Residential Code(2005 NDS)] 5672 SE Chase Lp.
5.5 IN x 11.5 IN x 8.75 FT Gresham,OR 97080
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:260.7% StruCalc Version 8.0.101.0 10/7/2011 11:13:35 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.02 IN 1/5550
Dead Load 0.02 in
Total Load 0.04 IN L/2451
Live Load Deflection Criteria:1/360 Total Load Deflection Criteria:1/240
REACTIONS A ja
Live Load 569 lb 569 lb
Dead Load 719 lb 719 lb
Total Load 1288 lb 1288 lb
Bearing Length 0.37 in 0.37 in
BEAM DATA Center s.rs e _
Span Length 8.75 ft B
Unbraced Length-Top 0 ft
Roof Pitch 7 :12
Floor Duration Factor 1.00 ROOF LOADING
Roof Duration Factor 1.15 Side 1 Side 2
Notch Depth 0.00 Roof Live Load RLL= 25 psf 25 psf
MATERIAL PROPERTIES Roof Dead Load RDL= 15 psf 15 psf
#2-Douglas-Fir-Larch Roof Tributary Width RTW= 1 ft 1 ft
Base Values Adjusted FLOOR LOADING
Bending Stress: Fb= 875 psi Fb'= 1006 psi
Cd=1.15 CF=1.00 Side 1 Side 2
Shear Stress: Fv= 170 psi Fv'= 196 psi Floor Live Load FLL= 40 psf 40 psf
Cd=1.15 Floor Dead Load FDL= 10 psf 10 psf
Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Floor Tributary Width FTW= 2 ft 0 ft
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Wall Load WALL= 96 plf
Comp.-L to Grain: Fc--1-= 625 psi Fc--L'= 625 psi BEAM LOADING
Roof Uniform Live Load: wL-roof= 50 plf
Controlling Moment: 2818 ft-lb Roof Uniform Dead Load: wD-roof= 35 plf
4.375 ft from left support Floor Uniform Live Load: wL-floor= 80 plf
Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 20 plf
Controlling Shear: -1031 lb Beam Self Weight: BSW= 14 plf
- At a distance d from support. Combined Uniform Live Load: wL= 130 plf
Created by combining all dead and live loads. Combined Uniform Dead Load: wD= 164 plf
Combined Uniform Total Load: wT= 294 plf
Comparisons with required sections: Reo'd provided Controlling Total Design Load: wT-cont= 294 plf
Section Modulus: 33.6 in3 121.23 in3
Area(Shear): 7.91 in2 63.25 in2
Moment of Inertia(deflection): 68.27 in4 697.07 in4
Moment: 2818 ft-lb 10166 ft-lb
Shear: -1031 lb 8244 lb
NOTES
AUTHORIZED COPY OF
:'-A`iSIE HOME DESIGN
f NOT REPRODUCE
IF T Ir.4+,f`MP DOES NOT APPEAR IN RED
iy IAN 3 N T+ 33..`f ^^-,i''."
C ?'` "f t..�T'�,�I.S f i~li 1.{�tyn i....� ._
Project:2371 Page
Location:(0)BEAM UNDER REAR DECK AT LOWER LEVEL gam' Brian Massie
Uniformly Loaded Floor Beam I Massie Home Design
[2009 International Residential Code(2005 NDS)] 5672 SE Chase Lp.
5.5 IN x 7.5 IN x 8.5 FT Gresham,OR 97080
#2-Douglas-Fir-Larch-Wet Use
Section Adequate By:36.6% StruCalc Version 8.0.101.0 10/7/2011 11:13:35 AM
Controlling Factor:Moment LOADING DIAGRAM
_DEFLECTIONS Center
Live Load 0.08 IN U1296
Dead Load 0.02 in
Total Load 0.10 IN L/993
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 680 lb 680 lb
Dead Load 208 lb 208 lb
Total Load 888 lb 888 lb
Bearing Length 0.39 in 0.39 in
BEAM DATA Center
8.5 ft
Span Length 8.5 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
Notch Depth 0.00 FLOOR LOADING
MATERIAL PROPERTIES Side l Side 2
#2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf
Base Values Floor Dead Load FDL= 10 psf 10 psf
Adjusted Floor Tributary Width FTW= 2 ft 2 ft
Bending Stress: Fb= 750 psi Fb'= 600 psi
Cd=1.00 CF=1.00 Ci=0.80 Wall Load WALL= 0 plf
Shear Stress: Fv= 170 psi Fv'= 136 psi BEAM LOADING
Cd=1.00 Ci=0.80 Beam Total Live Load: wL= 160 plf
Modulus of Elasticity: E= 1300 ksi E= 1235 ksi Beam Total Dead Load: wD= 40 plf
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 447 ksi Beam Self Weight: BSW= 9 plf
Ci=0.95 Total Maximum Load: wT= 209 plf
Comp.-L to Grain: Fc--L= 625 psi Fc- = 419 psi
Cm=0.67
Controlling Moment: 1887 ft-lb
4.25 ft from left support
Created by combining all dead and live loads.
Controlling Shear. -764 lb
• At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 37.74 in3 51.56 in3
Area(Shear): 8.42 in2 41.25 in2
Moment of Inertia(deflection): 53.7 in4 193.36 in4
Moment: 1887 ft-lb 2578 ft-lb
Shear: -764 lb 3740 lb
NOTES
cart' OF
I 1,.a1�
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VI`s±:_DESIGN
rel
r^r'„JF.)t_)UCE
ry �m
i.t
1.3 t� k I1� CZC.S.-'
iC-
Project:2371 aria
Location:(P)BEAM AT HALL NEAR STAIRS AT LOWER LEVEL Brian Massie
Uniformly Loaded Floor Beam ` j Massie Home Design
[2009 International Residential Code(2005 NDS)] - 5672 SE Chase Lp.
3.5 IN x 11.25 IN x 3.33 FT Gresham,OR 97080
.#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:2243.1% StruCalc Version 8.0.101.0 10/7/2011 11:13:35 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
_
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240
REACTIONS A
Live Load 238 lb 238 lb
Dead Load 74 lb 74 lb
Total Load 312 lb 312 lb
Bearing Length 0.14 in 0.14 in
REAM DATA Center
3.33 ft
Span Length 3.33 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00
Notch Depth 0.00 FLOOR LOADING
MATERIAL PROPERTIES Side 1 Side 2
#2-Douglas-Fir-Larch Floor Live Load FLL= 40 psf 40 psf
Base Values Adjusted Floor Dead Load FDL= 10 psf 10 psf
Bending Stress: Fb= 900 psi Fb'= 990 psi Floor Tributary Width FTW= 0.7 ft 2.9 ft
Cd=1.00 CF=1.10 Wall Load WALL= 0 plf
Shear Stress: Fv= 180 psi Fv'= 180 psi SEAM LOADING
Cd=1.00 Beam Total Live Load: wL= 143 ptf
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Beam Total Dead Load: wD= 36 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min`= 580 ksi Beam Self Weight: BSW= 9 plf
Comp.-I-to Grain: Fc- = 625 psi Fc- L'= 625 psi Total Maximum Load: wT= 188 plf
Controlling Moment: 260 ft-lb
1.665 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -137 lb
At a distanced from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 3.15 in3 73.83 in3
Area(Shear): 1.14 in2 39.38 in2
Moment of Inertia(deflection): 2.23 in4 415.28 in4
Moment: 260 ft-lb 6091 ft-lb
Shear: -137 lb 4725 lb
NOTES
AUTHORIZED,� COPYflF
MASSE- HOME DES:GN
DO NOT REPRODUCE
IF THIS STAMP DOES NOT APP r P r'
Project:2371 page
Location: (Q)BEAM AT HALL NEAR STAIRS AT LOWER LEVEL Brian Massie
Multi-Loaded Multi-Span Beam +a k Massie Home Design
[2009 International Residential Code(2005 NDS)] �, 5672 SE Chase Lp.
3.125 IN x 10.5 IN x 10.5 FT Gresham,OR 97080
24F-V4-Visually Graded Western Species-Dry Use
Section Adequate By:32.9% StruCalc Version 8.0.101.0 10/7/2011 11:13:36 AM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.24 IN U515
Dead Load 0.07 in
Total Load 0.31 IN U406
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1
REACTIONS A II
Live Load 2711 lb 2305 lb
Dead Load 723 lb 620 lb
Total Load 3434 lb 2924 lb TRI
Bearing Length 1.69 in 1.44 in
BEAM DATA Center
10.5 n
Span Length 10.5 ft
_
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 10.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Camber Adj.Factor 1 Uniform Live Load 0 plf
Camber Required 0.07 Uniform Dead Load 0 Of
Notch Depth 0.00 Beam Self Weight 7 pff
MATERIAL PROPERTIES Total Uniform Load 7 plf
24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN
Base Values Adjusted Load Number One
Bending Stress: Fb= 2400 psi Controlled by: Live Load 238 lb
Fb_cmpr= 1850 psi Fb'= 2400 psi Dead Load 74 lb
Cd=1.00 Location 4.66 ft
Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPOT(
Cd-1'00 Load Number One Two
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 390 plf 146.4 plf
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 97.5 plf 36.6 plf
Comp.-1-to Grain: Fc--I-= 650 psi Fc--l-'= 650 psi Right Live Load 390 plf 146.4 plf
Controlling Moment: 8640 ft-lb Right Dead Load 97.5 plf 36.6 plf
Load Start 0 ft 0 ft
4.72 Ft from left support of span 2(Center Span) Load End 10.5 ft 4.66 ft
- Created by combining all dead loads and live loads on span(s)2 Load Length 10.5 ft 4.66 ft
Controlling Shear: 2865 lb
At a distance d from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: Reo'd Provided
Section Modulus: 43.2 in3 57.42 in3
Area(Shear): 16.21 in2 32.81 in2
Moment of Inertia(deflection): 210.87 in4 301.46 in4
Moment: 8640 ft-lb 11484 ft-lb
Shear: 2865 lb 5797 lb
NOTES
AU i HO tZ..Ef)COPY Oc
X,M ya C n1•72 e n y
Lit-,.:'f",i,7