Specifications (23) ASHE. SW .�.1.&-
A 151 NE SANDY BLVD.,SUITE 100
ENGINEERING PORTIArm,OR 97232
INCr�--� 1-J-1L JI l J I u PHONE(503)230-8876
SHERMANENGINEERS.COM
MEMORANDUM
To: Mr. Keith Kudrna
Suntel Design, Inc.
16865 Boones Ferry Rd. FD FrOF
Lake Oswego, OR 97035 �' G I iu FF�`rl0
Date: July 24, 2018 � e
m
From: Don P Sherman, PE 40 RE
G(y1o,.\
�P
Principal �? SHS
EXPIRES: 6/30/
RE: Chehalem B Plan
Lot 4, Oak Woods
Tigard, OR
This Memo is to inform you of our recommendation for the roof beam, BM#3, at the
front of the garage that was notched to sit on top of beam BM#10. We were informed
the beam was notched 1-1/2" in lieu of using the hanger as called out on plan. We
reviewed the loading of the beam and check the reaction for the notch. Our
calculations indicate the notch is acceptable with a 31.2%stress. This installation is
acceptable as is. We have included our calculations for your reference.
If you have any questions, please give us a call.
CC: File -Suntel 7-24-18.doc
SHERMAN ENGINEERING,INC. F112210:11-
3151 NE SANDY BLVD
Project CHEHALEM B Date 7/24/18
Description LOT 4 OAKS WOODS
Location BM#3
SHEARCHEKTM FOR NOTCHED WOOD MEMBERS BeamChekT"' Software
BeamChek v2007 licensed to: Sherman Engineering, Inc. Reg#7992-66413
Member Attributes V
5.5 x 15 Douglas Fir-Larch
Net Size Solid Sawn, Rectangular
NDS Edition= 2005 I
dn
Load V in lbs. = 2445 d I
Fv Reference Value in psi= 170
Wet Use Factor Cm = 1.0
Shear Factor Ch= n/a
Duration of load Cd= 1.15
Tension Notch
Report
Area @ dn,An= 74.25 sq. in.
Minimum Span= n/a ft Rafter Depth rd= n/a in.
Tapered Angle= n/a degrees Wall Thickness t= n/a in.
Rafter Pitch rp= n/a :12 pitch
Adjusted Fv'value= 195.5 psi Notch Length e= n/a in.
Critical Minimum fv= 7839 psi Depth Remaining at Notch dn= 13.50 in.
Ratio fv/Fv'= 31.19 % Proposed Actual Notch Depth= 1.50 in.
Notch Status
OK Fv ratio less than 100% 3/4d=Minimum dn=11.25 in.
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams page
Keith A Kudrna /
Location: Beam Nr.01 -Cant Beam at Garage Clg Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] ". - Lake Oswego,Oregon 97035
(3) 1.75 IN x 11.25 IN x 12.33 FT(9.3+3)
1.9E Microllam-iLevel Trus Joist StruCalc Version 10.0.1.6 7/23/2018 9:45:29 AM
Section Adequate By:25.4%
Controlling Factor Shear
CAUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load -0.05 IN L/2343 0.09 IN 2L/772
Dead Load -0.03 in 0.07 in
Total Load -0.08 IN L/1422 0.16 IN 2L/456
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 187 lb 6075 lb
Dead Load -312 lb 4385 lb
Total Load -125 lb 10460 lb TRI
Uplift(1.5 F.S) -940 lb 0 lb
Bearing Length 0.00 in 2.66 in
BEAM DATA Center Riaht
Span Length 9.33 ft 3 ft 9.33 ft - 3 ft
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 9.33 ft 3 ft
Live Load Duration Factor 1.00 UNIFORM LOADS Center Right
Notch Depth 0.00 Uniform Live Load 40 plf 40 plf
MATERIAL PROPERTIES Uniform Dead Load 15 plf 15 plf
1.9E Microllam-iLevel Trus Joist Beam Self Weight 18 plf 18 plf
Base Values Adjusted Total Uniform Load 73 plf 73 plf
Bending Stress: Fb= 2600 psi Fb'= 2591 psi
Cd=1.00 C/=0.99 CF=1.01 POINT LOADS-RIGHT SPAN
Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One
Cd=1.00 Live Load 4600 lb
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Dead Load 3100 lbLocation 1 ft
Comp.1 to Grain: Fc- = 750 psi Fc-1'= 750 psi
TRAPEZOIDAL LOADS-RIGHT SPAN
Controlling Moment: -10231 ft-lb Load Number One
Over right support of span 2(Center Span) Left Live Load 270 plf
Created by combining all dead loads and live loads on span(s)3 Left Dead Load 280 plf
Controlling Shear: 8952 lb Right Live Load 270 plf
At a distance d from left support of span 3(Right Span) Right Dead Load 280 plf
Created by combining all dead loads and live loads on span(s)2, 3 Load Start 1 ft
Load End 3 ft
Comparisons with required sections: Read Provided Load Length 2 ft
Section Modulus: 47.38 in3 110.74 in3
Area(Shear): 47.12 in2 59.06 in2
Moment of Inertia(deflection): 328.56 in4 622.92 in4
Moment: -10231 ft-lb 23912 ft-lb
Shear: 8952 lb 11222 lb
NOTES
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Project:Chehalem B_Biggi_Lot 4 Oak Woods Beams page
" eXeith A Kudrna
Location: Beam Nr.02 garage door header 14 Suntel Design
Multi-Loaded Multi-Span Beam "....LL 16865 Boones Ferry Rd of
•[2003 International Building Code(2001 NDS)] µ Tm°Lake Oswego,Oregon 97035
5.5 IN x 24.0 IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/23/2018 9:45:29 AM
Section Adequate By:33.2%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.16 IN L/1234
Dead Load 0.12 in
Total Load 0.28 IN L/701
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 6894 lb 11051 lb
Dead Load 5340 lb 8246 lb
Total Load 12234 lb 19297 lb
Bearing Length 3.42 in 5.40 in
T
BEAM DATA Center
Span Length 16.5 ft -
Unbraced Length-Top 1.33 ft - 16.5 n
Unbraced Length-Bottom 16.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.18 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 29 plf
24F-V4-Visually Graded Western Species Total Uniform Load 29 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb cmpr= 1850 psi Fb'= 2278 psi Live Load 6100 lb
Cd=1.00 C1=1.00 Cv=0.95 Dead Load 4400 lb
Shear Stress: Fv= 240 psi Fv'= 240 psi Location 12.25 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc---= 650 psi Fc--L'= 650 psi Load Number One Two
Left Live Load 620 plf 1000 plf
Controlling Moment: 67197 ft-lb Left Dead Load 465 plf 710 plf
11.06 Ft from left support of span 2(Center Span) Right Live Load 620 plf 1000 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 465 plf 710 plf
Controlling Shear: -15854 lb Load Start 0 ft 12.25 ft
At a distance d from right support of span 2(Center Span) Load End 12.25 ft 16.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 12.25 ft 4.25 ft
Comparisons with required sections: Rea'd Provided
Section Modulus: 354.01 in3 528 in3
Area(Shear): 99.09 in2 132 in2
Moment of Inertia(deflection): 3252.61 in4 6336 in4
Moment: 67197 ft-lb 100223 ft-lb
Shear: -15854 lb 21120 lb
NOTES
page
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams Keith A Kudrna
Location: Beam Nr.03 at garage porch � Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] --°'Lake Oswego,Oregon 97035
5.5 IN x 15.0 IN x 22.5 FT
24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 10.0.1.6 7/23/2018 9:45:30 AM
Section Adequate By: 142.3%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.25 IN L/1072
Dead Load 0.21 in
Total Load 0.46 IN U581
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1069 lb 1346 lb
Dead Load 914 lb 1099 lb
Total Load 1983 lb 2445 lb
Bearing Length 1.05 in 1.29 in
BEAM DATA Center � .�_ TRI
Span Length 22.5 ft
Unbraced Length-Top 2 ft
Unbraced Length-Bottom 22.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.32 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 18 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two
Fb_cmpr= 1850 psi Fb'= 1852 psi Left Live Load 90 plf 150 plf
Cm=0.80 CI=1.00 Cv=0.96 Left Dead Load 60 plf 100 plf
Shear Stress: Fv= 240 psi Fv'= 210 psi Right Live Load 90 plf 150 plf
Cd=1.00 Cm=0.88 Right Dead Load 60 plf 100 plf
Modulus of Elasticity: E= 1800 ksi E= 1499 ksi Load Start 0 ft 16 ft
Cm=0.83 Load End 16 ft 22.5 ft
Comp. L to Grain: Fc- = 650 psi Fc--- = 345 psi Load Length 16 ft 6.5 ft
Cm=O.53
Controlling Moment: 11705 ft-lb
11.7 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -2143 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: Read Provided
Section Modulus: 75.86 in3 206.25 in3
Area(Shear): 15.31 in2 82.5 in2
Moment of Inertia(deflection): 638.53 in4 1546.88 in4
Moment: 11705 ft-lb 31824 ft-lb
Shear: -2143 lb 11550 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams 1to7A Keith A Kudrna page
Location: Beam Nr.04 front porch beam Suntel Design /
Roof Beam 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] Lake Oswego,Oregon 97035
3.5 IN x 11.25 IN x 10.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/23/2018 9:45:30 AM
Section Adequate By:692.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/9452
Dead Load 0.01 in
Total Load 0.02 IN L/5034
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 188 lb 188 lb
Dead Load 165 lb 165 lb
Total Load 353 lb 353 lb
Bearing Length 0.16 in 0.16 in
BEAM DATA
Span Length 10 ft
Unbraced Length-Top 2 ft loft
Unbraced Length-Bottom 0 ft
Roof Pitch 5 :12
Roof Duration Factor 1.15 ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf
Base Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 900 psi Fb'= 1134 psi Tributary Width: TW= 0.5 ft
Cd=1.15 C/=1.00 CF=1.10 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf
Cd=1.15 Roof Dead Load: DL= 15 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1 ft
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi
Wall Load: WALL= 0 plf
Controlling Moment: 880 ftIb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
5.0 ft from left support Adjusted Beam Length: Ladj= 10 ft
Created by combining all dead and live loads.
Controlling Shear: 289 Ib Beam Self Weight: BSW= 9 plf
Beam Uniform Live Load: wL= 38 plf
At a distance d from support. Beam Uniform Dead Load: wD_adj= 33 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 70 plf
Comparisons with required sections: Rea'd Provided
Section Modulus: 9.31 in3 73.83 in3
Area(Shear): 2.09 in2 39.38 in2
Moment of Inertia(deflection): 19.8 in4 415.28 in4
Moment: 880 ft-lb 6977 ft-lb
Shear: -289 lb 5434 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams Apo/ page
Keith AKudrna
Location: Beam Nr.06 at garage ceiling Suntel Design
Multi-Loaded Multi-Span Beam ' 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] µ Lake Oswego,Oregon 97035
5.5 IN x 21.0 IN x 22.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/23/2018 9:45:30 AM
Section Adequate By: 105.4%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.33 IN L/801
Dead Load 0.09 in
Total Load 0.42 IN L/631
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 5050 lb 5329 lb
Dead Load 1402 lb 1425 lb
Total Load 6452 lb 6754 lb TR TR2
Bearing Length 1.80 in 1.89 in
w
BEAM DATA Center
Span Length 22 ft
Unbraced Length-Top 1.33 ft
Unbraced Length-Bottom 22 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.09 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 240 plf
Uniform Dead Load 90 plf
MATERIAL PROPERTIES Beam Self Weight 25 plf
24F-V4-Visually Graded Western Species Total Uniform Load 355 plf
Base Values Adjusted TRAPEZOIDAL LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One L4
Fb_cmpr= 1850 psi Fb'= 2243 psi Left Live Load 190 plf 250 plf
Cd=1.00 CI=1.00 Cv=0.93 Left Dead Load 10 plf 15 plf
Shear Stress: Fv= 265 psi Fv'= 265 psi Right Live Load 190 plf 250 plf
Cd=1.00 Right Dead Load 10 plf 15 plf
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Load Start 0 ft 6.67 ft
Comp.--to Grain: Fc-1= 650 psi Fc- I'= 650 psi Load End 6.67 ft 22 ft
Controlling Moment: 36787 ft-lb Load Length 6.67 ft 15.33 ft
11.0 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -5800 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: 196.81 in3 404.25 in3
Area(Shear): 32.83 in2 115.5 in2
Moment of Inertia(deflection): 1906.51 in4 4244.63 in4
Moment: 36787 ft-lb 75559 ft-lb
Shear: -5800 lb 20405 lb
NOTES
page
Project Chehalem B_Biggi_Lot 4 Oak Woods_Beams jja
Keith A Kudrna
Location: Beam Nr.07 at grt rm ceil. I,ref.. Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] - - °Lake Oswego,Oregon 97035
(2) 1.5 IN x 11.25 IN x 6.25 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/23/2018 9:45:31 AM
Section Adequate By: 15.5%
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 0.04 IN L/1944
Dead Load 0.01 in
Total Load 0.05 IN L/1483
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 2000 lb 2000 lb
Dead Load 623 lb 623 lb
Total Load 2623 lb 2623 lb
Bearing Length 1.40 in 1.40 in
BEAM DATA Center
Span Length 6.25 ft
Unbraced Length-Top 1.33 ft - 6.25 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#2-Douglas-Fir-Larch Side 1 Side 2
Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf
Bending Stress: Fb= 900 psi Fb'= 898 psi Floor Dead Load FDL= 12 psf 12 psf
Cd=1.00 CI=1.00 CF=1.00 Floor Tributary Width FTW= 8 ft 8 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00 Wall Load WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING
Comp.l to Grain: Fc- L= 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 640 plf
Controlling Moment: 4098 ftIb Beam Total Dead Load: wD= 192 plf
3.125 ft from left support Beam Self Weight: BSW= 7 plf
Total Maximum Load: wT= 839 plf
Created by combining all dead and live loads.
Controlling Shear: -1836 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Rea'd Provided
Section Modulus: 54.79 in3 63.28 in3
Area(Shear): 15.3 in2 33.75 int
Moment of Inertia(deflection): 65.91 in4 355.96 in4
Moment: 4098 ft-lb 4733 ft-lb
Shear: -1836 lb 4050 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams 1f . ; page
Keith A Kudrna /
Location: Beam Nr.08 Ceiling Beam at Nook � Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd or
[2003 International Building Code(2001 NDS)] s� Lake Oswego,Oregon 97035
5.5 INx16.5INx13.5FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/23/2018 9:45:31 AM
Section Adequate By:29.7%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.20 IN L/805
Dead Load 0.14 in
Total Load 0.34 IN L/475
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 6081 lb 6561 lb
Dead Load 4258 lb 4559 lb
Total Load 10339 lb 11120 lb TF,) �
Bearing Length 2.89 in 3.11 in
w
BEAM DATA Center _
n ;
Span Length 13.5 ft
Unbraced Length-Top 1.33 ft 13.5 ft—
Unbraced Length-Bottom 13.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.14 UNIFORM LOADS Center
Uniform Live Load 320 plf
Notch Depth 0.00 Uniform Dead Load 220 plf
MATERIAL PROPERTIES Beam Self Weight 20 plf
24F-V4-Visually Graded Western Species Total Uniform Load 560 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fbcmpr= 1850 psi Fb'= 2395 psi Live Load 1600 lb
Cd—=1.00 CI=1.00 Dead Load 1100 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 2.83 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc- = 650 psi Fc--'-'= 650 psi Load Number One
Left Live Load 630 plf
Controlling Moment: 38408 ft-lb Left Dead Load 420 plf
6.61 Ft from left support of span 2(Center Span) Right Live Load 630 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 420 plf
Controlling Shear: 9584 lb Load Start 2.83 ft
At a distance d from left support of span 2(Center Span) Load End 13.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 10.67 ft
Comparisons with required sections: Rea'd Provided
Section Modulus: 192.42 in3 249.56 in3
Area(Shear): 54.25 in2 90.75 in2
Moment of Inertia(deflection): 1040.35 in4 2058.89 in4
Moment: 38408 ft-lb 49815 ft-lb
Shear: 9584 lb 16033 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams f page
Keith A Kudrna
Location: Beam Nr.09-Header at Basment Slider Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] . :.- Lake Oswego,Oregon 97035
5.5 IN x 10.5 IN x 6.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/23/2018 9:45:31 AM
Section Adequate By:33.9%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.06 IN L/1415
Dead Load 0.04 in
Total Load 0.09 IN L/860
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 5013 lb 3507 lb
Dead Load 3177 lb 2274 lb
Total Load 8190 lb 5781 lb 2
Bearing Length 2.29 in 1.62 in
BEAM DATA Center
Span Length 6.5 ft
•
Unbraced Length-Top 1.33 ft 6.5 ft
Unbraced Length-Bottom 6.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.04 UNIFORM LOADS Center
Uniform Live Load 480 plf
Notch Depth 0.00 Uniform Dead Load 180 plf
MATERIAL PROPERTIES Beam Self Weight 13 plf
24F-V4-Visually Graded Western Species Total Uniform Load 673 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two.
Fb_cmpr= 1850 psi Fb'= 2397 psi Live Load 3800 lb 1600 lb
Cd=1.00 CI=1.00 Dead Load 2700 lb 1500 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1.33 ft 4.75 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi
Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi
Controlling Moment: 10769 ft-lb
2.53 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 7622 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: 53.91 in3 101.06 in3
Area(Shear): 43.14 in2 57.75 in2
Moment of Inertia(deflection): 148.15 in4 530.58 in4
Moment: 10769 ft-lb 20188 ft-lb
Shear: 7622 lb 10203 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams page
11! Keith A Kudrna /
Location: Beam Nr. 10 carrier at bm 3 �. Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] M - ~ Lake Oswego,Oregon 97035
3.5 IN x 11.25 IN x 4.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1,6 7/23/2018 9:45:31 AM
Section Adequate By: 119.1%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/7548
Dead Load 0.01 in
Total Load 0.01 IN L/4099
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 772 lb 1138 lb
Dead Load 623 lb 956 lb
Total Load 1395 lb 2094 lb
Bearing Length 0.64 in 0.96 in
BEAM DATA Center
Span Length 4.5 ft
Unbraced Length-Top 0 ft 4.5 ft
Unbraced Length-Bottom 4.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 180 plf
#2-Douglas-Fir-Larch Uniform Dead Load 120 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 309 plf
Cd=1.00 CF=1.10 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 1100 Ib
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1000 lb
Comp.1 to Grain: Fc- = 625 psi Fc--- = 625 psi Location 3 ft
Controlling Moment: 2780 ft-lb
2.97 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: -1817 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: Read Provided
Section Modulus: 33.7 in3 73.83 in3
Area(Shear): 15.14 in2 39.38 in2
Moment of Inertia(deflection): 24.31 in4 415.28 in4
Moment: 2780 ft-lb 6091 ft-lb
Shear: -1817 lb 4725 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams - E page
Keith A Kudrna /
Location: Beam Nr. 11-Deck Beam � Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] - -a Lake Oswego,Oregon 97035
3.5INx7.25INx9.0FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 7/23/2018 9:45:32 AM
Section Adequate By: 30.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.13 IN L/813
Dead Load 0.05 in
Total Load 0.19 IN L/577
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 720 lb 720 lb
Dead Load 295 lb 295 lb
Total Load 1015 lb 1015 lb
Bearing Length 0.46 in 0.46 in
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top 2 ft sft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#2-Douglas-Fir-Larch Side 1 Side 2
Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf
Bending Stress: Fb= 900 psi Fb'= 1167 psi Floor Dead Load FDL= 15 psf 0 psf
Cd=1.00 C1=1.00 CF=1.30 Floor Tributary Width FTW= 4 ft 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00 Wall Load WALL= 0 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Beam Total Live Load: wL= 160 plf
Comp.-L to Grain: Fc-1= 625 psi Fc-L'= 625 psi Beam Total Dead Load: wD= 60 plf
Controlling Moment: 2283 ft-lb Beam Self Weight: BSW= 6 plf
4.5 ft from left support Total Maximum Load: wT= 226 plf
Created by combining all dead and live loads.
Controlling Shear: 893 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Rea'd Provided
Section Modulus: 23.48 in3 30.66 in3
Area(Shear): 7.44 in2 25.38 in2
Moment of Inertia(deflection): 49.2 in4 111.15 in4
Moment: 2283 ft-lb 2982 ft-lb
Shear: 893 lb 3045 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams page
Keith A Kudrna
Location: Beam Nr. 14-Garage Floor Beam Suntel Design
Multi-Span Floor Beam 16865 Boones Ferry Rd of
[2003 International Building Code(2001 NDS)] Lake Oswego,Oregon 97035
5.125 INx16.5INx11.0FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/23/2018 9:45:32 AM
Section Adequate By:37.0%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.13 IN L/995
Dead Load 0.03 in
Total Load 0.16 IN L/822
Live Load Deflection Criteria: U600 Total Load Deflection Criteria: L/600
REACTIONS A
Live Load 7050 lb 7050 lb
Dead Load 1613 lb 1613 lb
Total Load 8663 lb 8663 lb
Bearing Length 2.60 in 2.60 in
BEAM DATA Center
Span Length 11 ft
Unbraced Length-Top 1 ft
Unbraced Length-Bottom 11 ft
Floor Duration Factor 1.00
Camber Adj. Factor 1 FLOOR LOADING Center
Camber Required 0.03 Floor Live Load FLL= 100 psf
Notch Depth 0.00 Floor Dead Load FDL= 25
psf
MATERIAL PROPERTIES Floor Tributary Width Side One TW1 = 5.5 ft
24F-V4-Visually Graded Western Species Floor Tributary Width Side Two TW2= 5.5 ft
Base Values Adjusted Wall Load WALL= 0 plf
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2396 psi POINT LOADS-CENTER SPAN
Cd=1.00 C/=/.00 Load Number One
ea Load 2000 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Load 0 Ib
Cd=1.00 Dead
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Location 5.5 ft
Min. Mod. of Elasticity: E_min= 930 ksi E_min'= 930 ksi BEAM LOADING Center
Comp.--to Grain: Fc- L= 650 psi Fc- L'= 650 psi Reduced Floor Live Load 100 psf
Total Live Load 1100 plf
Controlling Moment: 26574 ft-lb Total Dead Load 275 plf
5.5 Ft from left support of span 2(Center Span) Beam Self Weight 18 plf
Created by combining all dead loads and live loads on span(s)2 Total Load 1393 plf
Controlling Shear: -6824 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: Rea'd Provided
Section Modulus: 133.1 in3 232.55 in3
Area(Shear): 38.63 in2 84.56 in2
Moment of Inertia(deflection): 1400.87 in4 1918.51 in4
Moment: 26574 ft-lb 46429 ft-lb
Shear: -6824 lb 14939 lb
NOTES