Report t
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Project:20-106 Bensinger page
Location:FB1:HDR.OVER EXT.DOOR TO SHOP AREA Allen Allen /
Uniformly Loaded Floor Beam Allen&None Designs
[2009 International Residential Code(2005 NDS)]
s" 12042 S.E.Sunnyside Rd.#461 or
1.5 IN x 5.51N x 3.0 FT Clackamas,OR 97015
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By: 11.8% StruCalc Version 8.0.113.0 12/19/2013 7:27:53 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.02 IN L/1826 1
Dead Load 0.01 in
Total Load 0.03 IN L/1196 "'
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/24)C }
REACTIONS A B
HLI
Live Load 540 lb 540 lb 1�C tr a (
Dead Load 285 lb 285 lb
Total Load 825 lb 825 lb
Bearing Length 0.88 in 0.88 in
BEAM DATA Center 3 ft
Span Length 3 ft B
Unbraced Length-Top 1.33 ft
Floor Duration Factor 1.00
Notch Depth 0.00 FLOOR LOADING
MATERIAL PROPERTIES FloorSide 1 Side 2
Live Load FLL= 60 psf 40 psf
#2-Douglas-Fir-Larch(North) Floor Dead Load FDL= 10
psf
Base Values Adjusted Floor Tributary Width FTW= 6 ftsf 10 0 ft
Bending Stress: Fb= 850 psi Fb'= 1097 psi Wall Load WALL= 128 plf
Cd=1.00 C1=0.99 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi BEAM LOADING
Cd=1.00 p Beam Total Live Load: wL= 360 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Total Dead Load: wD= 188 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Self Weight: BSW= 2 plf
Comp.-1-to Grain: Fc-1= 625 psi Fc--L'= 625 psi Total Maximum Load: wT= 550 plf
Controlling Moment: 618 ft-lb
1.5 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 577 lb
' At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 6.77 in3 7.56 in3
Area(Shear): 4.81 in2 8.25 in2
Moment of Inertia(deflection): 4.17 in4 20.8 in4
Moment: 618 ft-lb 691 ft-lb
Shear: 577 lb 990 lb
Y
page
Project:20-106 Bensinger Terrill Allen
Location:FB2:BM.UNDER NEW BONUS&FUTURE MEZZ.FLR.JST Allen&None Designs a
Uniformly Loaded Floor Beam 12042 S.E.Sunnyside Rd.#461
[2009 International Residential Code(2005 NDS)] Clackamas,OR 97015
5.125 IN x 16.5 IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 12/19/2013 7:27:55 PM
Section Adequate By:26.5% LOADING DIAGRAM
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.41 IN L/480
Dead Load 0.10 in
Total Load 0.52 IN 1J383
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/2,P
REACTIONS A a
Live Load 7054 lb 7054 lb
Dead Load 1789 lb 1789 lb w
Total Load 8843 lb 8843 lb
Bearing Length 2.65 in 2.65 in
16.55
REAM DATA Center
Span Length 16.5 ft
Unbraced Length-Top 1.33 ft
Floor Duration Factor 1.00 FLOOR LOADING
Camber Adj.Factor 1.5 Side 1 Side 2
Camber Required 0.16 Floor Live Load FLL= 60 psf 40 psf
Notch Depth 0.00 Floor Dead Load FDL= 10 psf 10 psf
MATERIAL PROPERTIES Floor Tributary Width FTW= 14.3 ft 0 ft
24F-V4-Visually Graded Western Species Wall Load WALL= 56 plf
Base Values Adjusted BEAM LOADING
Bending Stress: Fb= 2400 psi Controlled by: Beam Total Live Load: wL= 855 plf
Fb_cmpr= 1850 psi Fb'= 2382 p i Beam Total Dead Load: wD= 199 plf
Cd=1.00 C1=1.00 Cv=0.99 Beam Self Weight: BSW= 18 plf
Shear Stress: Fv= 265 psi Fv'= 265 p i Total Maximum Load: wT= 1072 plf
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi
Comp.-I-to Grain: Fc--I-= 650 psi Fc--L'= 650 psi
Controlling Moment: 36476 ft-lb
8.25 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -7428 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 183.79 in3 232.55 in3
Area(Shear): 42.04 in2 84.56 in2
Moment of Inertia(deflection): 1440.06 in4 1918.51 in4
Moment: 36476 ft-lb 46151 ft-lb
Shear: -7428 lb 14939 lb
IllllIProject:20-106 Bensinger
Location:FB3:FLUSH BEAM UNDER REAR CLOS.WALL
Terri
Allen page
Uniformly Loaded Floor Beam Men&None Designs
[2009 International Residential Code(2005 NDS)] 12042 S.E.Sunnyside Rd.#461
1.75 IN x 7.25 IN x 8.0 FT Clackamas,OR 97015 of
Gang Lam-2250 Fb-1.5E-Louisiana Pacific
Section Adequate By:60.3% StruCalc Version 8.0.113.0 12/19/2013 7:27:56 PM
Controlling Factor:Deflection
LOADING DIAGRA_M__
I FLECTIONS Center
Live Load 0.13 IN L/724
Dead Load 0.12 in
Total Load 0.25 IN L/385
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/2,i
REACTIONS A
Live Load 480 lb 480 lb
Dead Load 423 lb 423 lb
Total Load 903 lb 903 lb
Bearing Length 0.69 in 0.69 in
DATA Center.
Span Length 8 ft
Unbraced Length-Top 1.33 ft
Floor Duration Factor 1.00
Notch Depth 0.00 FLOOR LOADING
MATERIAL PROPERTIPS i 1 i 2
Gang Lam-2250 Fb-1.5E-Louisiana Pacific Floor Dead
DLea Load FLL= 40 psf 40 psf
ad Load FDL= 10 psf 10 psf
Base Val�PcAdlu Floor Tributary Width FTW= 3 ft
Bending Stress: Fb= 2250 psi Fb'= 2350 psi Wall Load 0 ft
Cd=1.00 CI=0.99 CF=1.06 WALL= 72 plf
Shear Stress: Fv= 285 psi Fv'= 285 psi BEAM LO D 61-Q
Cd=1.00 Beam Total Live Load: wL= 120 plf
Modulus of Elasticity: E= 1500 ksi E'= Beam Total Dead Load: wD= 102 plf
Comp.-Ito Grain: 1= 1500 ksi Beam Self Weight: BSW= 4
Fc- 750 psi Fc- L'= 750 psi plf
Total Maximum Load: wT= 226 plf
Controlling Moment: 1806 ft-lb
4.0 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 776 lb
Ata distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Read Provi
Section Modulus:
Area(Shear): 9.22 in3 15.33 in3
Moment of Inertia(deflection): 4.09 in2 12.69 in2
) 34.66 in4 55.57 in4
Moment: 1806 ft-lb 3002 ft-lb
Shear: 776 lb 2411 lb
I
page
Project:20-106 Bensinger Terrill Allen
Men& Designs
Location:FB4:FLUSH BEAM ALONG BACK-SIDE WALL OF NEW BD /11/11 -'i n2 S.E.None Designs Rd.#461 or
Multi-Loaded Multi-Span Beam Clackamas,OR 97015
[2009 International Residential Code(2005 NDS)j
1.75 IN x 11.875 IN x 13.5 FT
Gang Lam-2250 Fb-1.5E-Louisiana Pacific StruCalc Version 8.0.113.0 12/19/2013 7:27:57 PM
LOADING DIAGRAM
Section Adequate By:21.3°I°
Controlling Factor:Moment
DEFLECTIONS Cen er
Live Load 0.23 IN L/706
Dead Load 0.29 in
Total Load 0.52 IN L/313
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/2,'-I
REACTIONS A B. TRI
Live Load 723 lb 537 lb
Dead Load 876 lb 796 lb "
Total Load 1599 lb 1332 lb � "
Bearing Length 1.22 in 1.02 in
BEAM DATA Center
Span Length 13.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 13.5 ft !JNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 40 plf
Notch Depth 0.00 Uniform Dead Load 82 plf
Beam Self Weight 6 plf
MATERIAL PROPERTIES TotalaUniform Load 128 plf
Gang Lam-2250 Fb-1.5E-Louisiana Pacific
Base Values Adjusted POINT LOAnc-CENTER SPAN
Bending Stress: Fb= 2250 psi Fb'= 2253 psi Load Number Q
Cd=1.00 CF=1.00 Live Load 480 lb
Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 423 lb
Cd=1.00 Location 6 ft
Modulus of Elasticity:
E= 1500 ksi E= 1500 ksi rwePE7otDAL LOADS-CENTER SPAN
Comp. to Grain: Fc = 750 psi Fc 1'= 750 psi Load Number One
Left Live Load 40 plf -
Controlling Moment: 6363 ft-lb Left Dead Load
40 plf
6.08 Ft from left support of span 2(Center Span) 40 plf
Created by combining all dead loads and live loads on span(s)2 Right LiRight Live Load ved Load 0 plf
Controlling Shear: 1431 lb Load Start 0 ft
At a distance d from left support of span 2(Center Span) Load S 6 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft
Comparisons with required sections: Redd Provided
Section Modulus: 33.9 in3 41.13 in3
Area(Shear): 7.53 in2 20.78 in2
in4 244.21 in4
Moment of Inertia(deflection): 187.396363 ft-lb 7721 ft-lb
Moment: 1431 lb 3948lb
Shear:
Project:20-106 Bensinger
Page
Location:FJ1:FLR,JSTS. UNDER NEW BEDROOM Terrill Allen
Floor Joist " Allen&None Designs
[2009 International Residential Code(2005 NDS)] 12042 S.E.Sunnyside Rd.#461
SERIES 32/11.875-Louisiana Pacific x 13.5 FT @ 24 O.C. Clackamas,OR 97015 of
Section Adequate By:51.9%
Controlling Factor:End Reaction StruCalc Version 8.0.113.0 12/19/2013 7:27:59 PM
DEFLECTIONS Center L9ADING DIAGR,eIn�
Live Load 0.20 IN U802
Dead Load 0.05 in
Total Load 0.25 IN L1642
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/3:
REACTIONS A B
Live Load 540 lb 540 lb
Dead Load 135 lb 135 lb
Total Load 675 lb 675 lb
Bearing Length 1.75 in 1.75 in
Web Stiffeners No No
)BEAM DATA Center
Span Length 13.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Floor sheathing applied to top of joists-top of joists fully braced. JOIST LO IN
Floor Duration Factor 1.00 Uniform Floor Loading Center
1-JOIST PROP RTIu Live Load LL= 40 psf
SERIES 32!11.875-Louisiana Pacific Dead Load DL= 10 psf
Base Values Total Load TL= 50 psf
Moment Ca Adjusted TL Adj.For Joist Spacing wT= 100 plf
P: Mcap= 4275 ft-lb Mcap'= 4275 ft-lb
Cd=1.00
Shear Stress: Vcap= 1350 lb Vcap'= 1350 lb
Cd=1.00
End Reaction: Rcap= 1025 lb Rcap'= 1025 lb
Cd= 1.00
w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb
Cd=1.00
Interior Reaction: IRcap= 0 lb IRca
P'= 0 lb
Cd=1.00
w/web stiffeners: IRcapWS= 0 lb IRcapWS'= 0 lb
Cd=1.00
E.I.. El= 406 Ib-int El'=
406 Ib-int
Controlling Moment2278 ft-lb
6.75 Ft from left support of span 3(Right Span)
Created by combining all dead and live loads.
Controlling Shear: -675 lb
14.0 Ft from left support of span 2(Center Span)
Created by combining all dead and live loads.
Comparisons with required sections: Rgg'd Provided
E.I.. 243 int-lb E6 406 int-lb xE6
Moment: 2278 ft-lb 4275 ft-lb
Shear: -675 lb
1350 lb
,
page
Project:20-106 Bensinger Terrill Allen
Allen&None Designs
Location:FJ2:FLR.JSTS.UNDER NEW BONUS ROOM € .'i 12042 S.E.Sunnyside Rd.#461 or
Floor Joist Clackamas,OR 97015
[2009 International Residential Code(2005 NDS)]
SERIES 32/11.875-Louisiana Pacific x 16.167 FT @ 16 O.C. StruCalc Version 8.0.113.0 12/19/2013 7:28:00 PM
Section Adequate By:6.0% LOADING DIAGRAM -
Controlling Factor:Deflection
PEFLECTIONS Center
Live Load 0.38 IN 1i509
Dead Load 0.06 in
Total Load 0.44 IN L/436
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria:L/3
REACTIONS A B
Live Load 647 lb 647 lb
Dead Load 108 lb 108 lb
Total Load 754 lb 754 lb
Bearing Length 1.75 in 1.75 in
Web Stiffeners No No 16.1667ft
BEAM DATA Center
Span Length 16.17 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft JOIST LOADING
applied to topof joists-to of joists fully braced. Uniform Floor Loading Center
Floor sheathing J P LL= 60 psf
Floor Duration Factor 1.00 Live Load
Dead Load DL= 10 psf
I-JOIST PROPERTIES TotalLoad TL= 10 psf
SERIES 32/11.875-Louisiana Pacific Adjusted TL Adj.For Joist Spacing wT= 93.3 plf
Base Values I
Moment Cap:
Mcap= 4275 ft-lb Mcap'= 4275 ft-lb
Cd=1.00 1350 lb
Shear Stress: Vcap= 1350 lb Vcap'
Cd=1.00 1025 lb
End Reaction: Rcap= 1025 lb Rcap'
Cd=1.00 0 lb
w/web stiffeners: RcapWS= 0 lb RcapWS'=
Cd=1.00 Olb
Interior Reaction: IRcap= 0 lb IRcap'
Cd=1.00
w/web stiffeners: IRcapWS= 0 lb IRcapWS'= 0 lb
Cd=1.00
E.I.:
El= 406 lb-in2 EI'= 406 lb-in2
Controlling Moment3049 ft-lb
8.08 Ft from left support of span 3(Right Span)
Created by combining all dead and live loads.
Controlling Shear: -754 lb
16.0 Ft from left support of span 2(Center Span)
Created by combining all dead and live loads.
Comparisons with required sections: Rea'383 n2-lb
Provided
b E6 406 in2-Ib xE6
E.I.:
Moment: 3049 ft-lb 4275 ft-lb
Shear:
754 lb 1350 lb
Project:20-106 Bensinger
page
TerriAllen Allen
Location:FJ3: FLR.JSTS. UNDER NEW BONUS ROOM
Floor Joist I Allen&None Designs
[2009 International Residential Code(2005 NDS)] t-ode Rd.#461 or`, 12042 S.E.Sunnyside
Clackamas,OR 97015
SERIES 32/11.875-Louisiana Pacific x 11.833 FT @ 24 O.C.
Section Adequate By:23.7%
StruCalc Version 8.0.113.0 12/19/2013 7:28:01 PM
Controlling Factor:End Reaction
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN U734
Dead Load 0.03 in
Total Load 0.23 IN L/629
Live Load Deflection Criteria:L1480 Total Load Deflection Criteria:L/36C
REACTIONS A B
Live Load 710 lb 710 lb
Dead Load 118 lb 118 lb
Total Load 828 lb 828 lb
Bearing Length 1.75 in 1.75 in
Web Stiffeners No No
41 'BEAM DATA Center 11 83333 s
Span Length 11.83 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Floor sheathing applied to top of joists-top of joists fully braced. JOIST LOADING
Floor Duration Factor 1.00 Uniform Floor Loading Center
I-JOIST PROPERTIES Live Load LL= 60 psf
SERIES 32/11.875-Louisiana Pacific Dead Load DL= 10 psf
Total Load TL= 70 psf
Base Values Adjusted TL Adj.For Joist wT= 140
Moment Cap: Mcap= 4275 ft-lb Mcap'= 4275 ft-lb Spacing plf
Cd=1.00
Shear Stress: Vcap= 1350 lb Vcap'= 1350 lb
Cd=1.00
End Reaction: Rcap= 1025 lb Rcap'= 1025 lb
Cd=1.00
w/web stiffeners: RcapWS= 0 lb RcapWS'= 0 lb
Cd=1.00
Interior Reaction: IRcap= 0 lb IRcap'= 0 lb
Cd=1.00
w/web stiffeners: IRcapWS= 0 lb IRcapWS'= 0 lb
Cd=1.00
E.I.: El= 406 lb-int El'= 406 Ib-in2
Controlling Moment2450 ft-lb
5.92 Ft from left support of span 3(Right Span)
Created by combining all dead and live loads.
Controlling Shear: 828 lb
0.0 Ft from left support of span 2(Center Span)
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
E.I.: 265 in2-lb E6 406 int-Ib xE6
Moment: 2450 ft-lb 4275 ft-lb
Shear: 828 lb 1350 lb
page
Project:20-106 Bensinger Terrill Allen
Location:LB1:FLUSH BEAM AT SIDE OF NEW STAIR OPENING. N., t Al12042 len&S.E.None SunnysideDesigns Rd.#461 or
Multi-Loaded Multi-Span Beam Clackamas,OR 97015
[2009 International Residential Code(2005 NDS)]
1.75 IN x 11.875 IN x 13.17 FT
Gang Lam-2650 Fb-1.9E-Louisiana Pacific StruCalc Version 8.0.113.0 12/19/2013 7:28:03 PM
Section Adequate By: 15.8% LOADING DIAGRAM
Controlling Factor:Deflection
DEFLECTIONS Center
Live Load 0.38 IN L/417
Dead Load 0.10 in
Total Load 0.48 IN L/327
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/2.1
REACTIONS A D
Live Load 1712 lb 1712 lb
Dead Load 468 lb 468 lb w
Total Load 2180 lb 2180 lb
Bearing Length 1.66 in 1.66 in
13.17 ft
BEAM DATA Center
Span Length 13.17 ft
Unbraced Length-Top 1.33 ft
Unbraced Length-Bottom 13.17 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 260 plf
Notch Depth 0.00 Uniform Dead Load 65 plf
MATERIAL PROPERTIES Beam Self Weight 6 plf
Gang Lam-2650 Fb-1.9E-Louisiana Pacific
Total Uniform Load 331 Of
Base Values Adiusted
Bending Stress: Fb= 2650 psi Fb'= 2601 psi
Cd=1.00 C/=0.98 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi
Cd=1.00
Modulus of Elasticity: E= 1900 ksi E= 1900 ksi
Comp.-L to Grain: Fc--I-= 750 psi Fc--L'= 750 psi
Controlling Moment: 7178 ft-lb
6.59 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1875 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: Req'd Provided
Section Modulus: 33.12 in3 41.13 in3
Area(Shear): 9.87 in2 20.78 in2
Moment of Inertia(deflection): 210.97 in4 244.21 in4
Moment: 7178 ft-lb 8914 ft-lb
Shear: 1875 lb 3948 lb
Project:20-106 Bensinger
page
Location:LB2a:FLUSH BEAM AT HEAD OF STAIR OPENING Terrill Allen
Multi-Loaded Multi-Span Beam I Allen&None Designs
[2009 International Residential Code(2005 NDS)] 12042 S.E.Sunnyside Rd.#461
Df I/:
(2)1.751N x 11.875 IN x 16.5 FT Clackamas,OR 97015
Gang Lam-2250 Fb-1.5E-Louisiana Pacific
Section Adequate By:28.5% StruCalc Version 8.0.113.0 12/19/2013 7:28:04 PM
Controlling Factor:Deflection
CAUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center
Live Load 0.43 IN L/462 LOADING DIAGRAM
Dead Load 0.14 in
Total Load 0.57 IN L/349
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/21C
REACTIONS A g
Live Load 924 lb 2617 lb
Dead Load 338 lb 783 lb
Total Load 1262 lb 3400 lb
Bearing Length 0.48 in 1.30 in TR1
BEAM DATA Center
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft 16.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES UNIFORM LOADS Center
Gang Lam 2250 Fb-1.5E-Louisiana Pacific Uniform Live Load 53 plf
Uniform Dead Load 13 plf
Base Values Adjusted Beam Self Weight 12 plf
Bending Stress: Fb= 2250 psi Fb'= 2253 psi Total Uniform Load 78 plf
Cd=1.00 CF=1.00
Shear Stress: Fv= 285 psi Fv'= 285 psi POINT LOADS-CENTER SPAN
Cd=1.00 p Load Number One
Modulus of Elasticity: E= 1500 ksi E'= 1500 ksi Live Load 1712 Ib
Comp. to Grain: Fc-1 = 750 psi Fc- '= 750 psi Dead Load 468 Ib
Location 12.83 ft
Controlling Moment: 9729 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
12.71 Ft from left support of span 2(Center Span) Load Number
One
Created by combining all dead loads and live loads on span(s)2 Left Live Load 260 plf
Controlling Shear: -3067 lb Left Dead Load 65 plf
At a distance d from right support of span 2(Center Span) Right Live Load 260 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 65 plf
Load Start
Comparisons with required sections: Req'd Provided Load End 116.5 ft
Section Modulus: 51.833.67 ft
in3 82.26 in3 Load Length 3.67 ft
Area(Shear): 16.14 in2 41.56 in2
Moment of Inertia(deflection): 380.2 in4 488.41 in4
Moment: 9729 ft-lb 15442 ft-lb
Shear: -3067 lb 7897 lb
page
Project:20-106 Bensinger Terrill Allen
e Designs
Location:LB2b:FLUSH BEAM AT HEAD OF STAIR OPENING __ 12042Allen&S.ENoS.E.nSunnyside Rd.#461 or
Multi-Loaded Multi-Span Beam '"'
i
/(
Clackamas,OR 97015
[2009 International Residential Code(2005 NDS)]
3.5 IN x 11.875 IN x 16.5 FT
Gang Lam-2250 Fb-1.5E-Louisiana Pacific StruCalc Version 8.0.113.0 12/19/2013 7:28:05 PM
Section Adequate By:28.5% LOADING DIAGRAM
Controlling Factor:Deflection
PEFLECTIONS Center
Live Load 0.43 IN L1462
Dead Load 0.14 in
Total Load 0.57 IN L/349
Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:L/2,S
REACTIONS A a rcz1
Live Load 924 lb 2617 lb
Dead Load 338 lb 783 lb
Total Load 1262 lb 3400 lb
Bearing Length 0.48 in 1.30 in
16.5 ft
BEAM DATA Center
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center
Live Load Duration Factor 1.00 Uniform Live Load 53 plf
Notch Depth 0.00 Uniform Dead Load 13 plf
Beam Self Weight 12 plf
MATERIAL PROPERTIES Tetal Uniform Load 78 plf
Gang Lam-2250 Fb-1.5E-Louisiana Pacific
Base Values Adjusted
POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2250 psi Fb'= 2253 psi Load Number gin
Cd=1.00 CF=1.00 Live Load 1712 lb
Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 468 lb
Cd=1.00Location 12.83 ft
Modulus of Elasticity: E= 1500 ksi E= 1500 ksi
1 Fc 1 = 750 psi Fc—12= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN
Comp. to Grain: Load Number One
Left Live Load 260 plf
Controlling Moment: 9729 ft-lb Left Dead oadd 60 plf
12.71 Ft from left support of span 2(Center Span) plf
Right
Created by combining all dead loads and live loads on span(s)2 LiRight Live Load 260ved Load 6plf
Controlling Shear: -3067 lb Load Start 12.83 ft
At a distance d from right support of span 2(Center Span) Load End 16.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 3.67 ft
Comparisons with required sections: Redd 51 83 n3 82.26rovided
n3
Section Modulus:
Area(Shear): 16.14 in2 41.56 in2
Moment of Inertia(deflection): 380.2 in4 488.41 in4
Moment: 9729 ft-lb 15442 ft-lb
Shear: -3067 lb 7897 lb
Project:20-106 Bensinger
page
Location:LB3:HDR.OVER WDW.AT NEW BONUS ROOM Terrill Allen
Multi-Loaded Multi-Span Beam I Allen&None Designs
[2009 International Residential Code(2005 NDS)] H f 12042 S.E.Sunnyside Rd.#461
5.51N x 11.51N x 5.0 FT Clackamas,OR 97015 of
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By:30.3% StruCalc Version 8.0.113.0 12/19/2013 7:28:07 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.02 IN L/2852
Dead Load 0.01 in
Total Load 0.03 IN L/1871
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U2IC
REACTIONS A a
Live Load 3112 lb 3112 lb
Dead Load 1678 lb 1678 lb
Total Load 4790 lb 4790 lb
Bearing Length 1.39 in 1.39 in
BEAM DATA
Center
Span Length 5 ft s ft
Unbraced Length-Top 1.33 ft B
Unbraced Length-Bottom 5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 1060 plf
MATERIAL PROPERTIES Uniform Dead Load 590 plf
#2-Douglas-Fir-Larch(North) Beam Self Weight 13 plf
Total Uniform Load 1663 plf
Base Values Adjusted
Bending Stress: Fb= 875 psi Fb'= 874psi POINT LOADS-CENTER SPAN
Cd=1.00 CI=1.00 CF=1.00 Load Number One
Shear Stress: Fv= 170 psi Fv'= 170psi Live Load 924 lb
Cd=1.00 Dead Load 338 lb
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Location 2.5 ft
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp.-I-to Grain: Fc- L= 625 psi Fc-'L'= 625 psi
Controlling Moment: 6776 ft-lb
2.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -3209 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: Req'd Provider)
Section Modulus: 93.02 in3 121.23 in3
Area(Shear): 28.32 in2 63.25 in2
Moment of Inertia(deflection): 89.44 in4 697.07 in4
Moment: 6776 ft-lb 8831 ft-lb
Shear:
-3209 lb 7168 lb
page
Project:20-106 Bensinger Terrill Allen
& Designs
Location:LB4:HDR.OVER DOORS BETWEEN NEW BONUS&BDR i Allenn2 S.E.NoneSunn Designs Rd.#461 of
Uniformly Loaded Floor Beam Clackamas,OR 97015 _
[2009 International Residential Code(2005 NDS)]
3.51N x 7.251N x 5.0 FT 12/19/2013 7:28:08 PM
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version LOADING DIAGRAM Section Adequate By: 12.2°f°
Controlling Factor:Moment
DEFLECTIONS Center
Live Load 0.05 IN L/1186
Dead Load 0.01 in
Total Load 0.06 IN L/942
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/2
REACTIONS A a
Live Load 1600 lb 1600 lb
Dead Load 413 lb 413 lb
Total Load 2013 lb 2013 lb
Bearing Length 0.92 in 0.92 in 5n
BEAM DATA Center
Span Length 5 ft
Unbraced Length-Top 0 ft
Floor Duration Factor 1.00FLOOR LOADING
Side 1
Notch Depth 0.00 i e
MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf
Floor Dead Load FDL= 10 psf 100 psf
#2 Douglas-Fir-Larch(North) Adjusted Floor Tributary Width FTW= 16 ft
Base Values Wall Load WALL= 0 plf
Bending Stress: Fb= 850 psi Fb'= 1105 psi
Cd=?.DO CF=1.30 BEAM LOADING
Shear Stress:
Fv= 180 psi Fv'= 180 psi Beam Total Live Load: wL= 640 plf
Cd=9.00 Beam Total Dead Load: wD= 160 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Beam Self Weight: BSW= 5 plf
Min.Mod.of Elasticity: E—min= 580 ksi E_min'= 580 ksi Total Maximum Load: wT= 805 plf
Comp.-I-to Grain: Fc
1= 625 psi Fc-1'= 625 psi
Controlling Moment: 2517 ft-lb
2.5 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -1530 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Rea'd Provided
Section Modulus: 27.33 in3 30.66 in3
Area(Shear): 12.75 in2 25.38 in2
Moment of Inertia(deflection): 33.74 in4 111.15 in4
Moment: 2517 ft-lb 2823 ft-lb
Shear: -1530 lb 3045 lb
Project:20-106 Bensinger ase
Location:LB5:I-IDR.OVER NEW LOWER FLR.BDRM.WINDOW Allen
&&Nen
Multi-Loaded Multi-Span Beam Allen None Designs
[2009 International Residential Code(2005 NDS)] 12042 S.E.Sunnyside Rd.#461 of
3.5 IN x 5.51N x 2.5 FT Clackamas,OR 97015
#2-Douglas-Fir-Larch(North)-Dry Use
Section Adequate By:25.6% St OADI Version 8.0.113.0 12/19/2013 7:28:09 PM
Controlling Factor:Moment LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.01 IN L/2501
Dead Load 0.01 in
Total Load 0.02 IN U1602
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/2410
REACTIONS A
Live Load 1325 lb 1325 lb
Dead Load 743 lb 743 lb
Total Load 2068 lb 2068 lb
Bearing Length 0.95 in 0.95 in
BEAM DATA Center 2.5 f B
Span Length 2.5 ft
Unbraced Length-Top 1.33 ft
Unbraced Length-Bottom 2.5 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 1060 plf
Uniform Dead Load 590 plf
MATERIAL PROPERTIES Beam Self Weight 4 plf
#2-Douglas-Fir-Larch(North) Total Uniform Load 1654 plf
Base Values Adjusted
Bending Stress: Fb= 850 psi Fb'= 1104 psi
Cd=1.00 CI=1.00 CF=1.30
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi
Min. Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp.-L to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: 1292 ft-lb
1.25 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
. Controlling Shear: -1323 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: Req'd Provided
Section Modulus: 14.05 in3 17.65 in3
Area(Shear): 11.03 in2 19.25 in2
Moment of Inertia(deflection): 7.27 in4 48.53 in4
Moment: 1292 ft-lb 1623 ft-lb
Shear: -1323 lb 2310 lb