Specifications (79) • l � �� t k�r='t 51 t CC-Vil-�' t"\c T1 \ 1-ht(
Project:Greeley Beams ffi , / Steve Irvine page
„:„f .:--.)
Bea Beam Nr.01 -Roof Beam at Rear Patio RErNIrIP Suntel Design /
R16865 Boones Ferry Rd., Suite 201 of
[2015 International Building Code(2015 NDS)] JUL 2 7 2017 I.. '- Lake Oswego,Oregon 97035
3.5 IN x 7.25 IN x 11.5 FT
#2-Douglas-Fir-Larch(North)-Dry UseStruCalc Version 10.0.1.4 7/11/2017 3:10:09 PM
CI 6,,, „_!,- i 1;,),ARD
Section Adequate By:60.1% BUILDING DIVISION
Controlling Factor: Moment N
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.17 IN L/832
Dead Load 0.10 in
Total Load 0.27 IN L/510
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 431 lb 431 lb
Dead Load 272 lb 272 lb
Total Load 703 lb 703 lb
Bearing Length 0.32 in 0.32 in
BEAM DATA
s,
Span Length 11.5 ft `.',, . ., ` _'__" ,
Unbraced Length-Top 2 ft 11.5ft
Unbraced Length-Bottom 0 ft
Roof Pitch 6 :12
Roof Duration Factor 1.15 ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf
Base Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 850 psi Fb'= 1267 psi Tributary Width: TW= 1.5 ft
Cd=1.15 CI=1.00 CF=1.30 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 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: 2022 ft Ib SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
5.75 ft from left support Adjusted Beam Length: Ladj= 11.5 ft
Created by combining all dead and live loads.
Controlling Shear: 703 lb Beam Self Weight: BSW= 5 plf
At support. Beam Uniform Live Load: wL= 75 plf
Beam Uniform Dead Load: wD_adj= 47 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 122 plf
Comparisons with required sections: Read Provided
Section Modulus: 19.15 in3 30.66 in3
Area(Shear): 5.1 in2 25.38 in2
Moment of Inertia(deflection): 39.23 in4 111.15 in4
Moment: 2022 ft-lb 3238 ft-lb
Shear: 703 lb 3502 lb
NOTES
Project:Greeley Beams :. page
Location: Beam Ni.02-Slider Header r Steve Irvine
Combination Roof And Floor Beam Suntel Design /
[2015 International Building Code(2015 NDS)] 16865 Boones Ferry Rd., Suite 201 of
{ -� - ...,Lake Oswego, Oregon 97035
5.5 IN x 9.5 IN x 6.5 FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:09 PM
Section Adequate By:53.6%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/1635
Dead Load 0.03 in
Total Load 0.08 IN L/961
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 2427 lb 2427 lb
Dead Load 1702 lb 1702 lb
Total Load 4129 lb 4129 lb
Bearing Length 1.20 in 1.20 in
w
BEAM DATA Center
Span Length 6.5 ft
Unbraced Length-Top 0 ft
Roof Pitch 6 :12
Floor Duration Factor 1.00
Roof Duration Factor 1.15 ROOF LOADING
Notch Depth 0.00 Side 1 Side 2
MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf
#1 -Douglas-Fir-Larch(North) Roof Dead Load RDL= 15 psf 15 psf
Base Values Adjusted Roof Tributary Width RTW= 3 ft 21 ft
Bending Stress: Fb= 1300 psi Fb'= 1495 psi
Cd=1.15 CF=1.00 FLOOR LOADING
Shear Stress: Fv= 170 psi Fv'= 196 psi Side 1 Side 2
Cd=1.15 Floor Live Load FLL= 0 psf 40 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 0 psf 15 psf
Comp. L to Grain: Fc-1= 625 psi Fc-L'= 625 psi Floor Tributary Width FTW= 0 ft 0.7 ft
Controlling Moment: 6710 ft-lb Wall Load WALL= 100 plf
3.25 ft from left support BEAM LOADING
Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 720 plf
Controlling Shear: 4129 lb Roof Uniform Dead Load: wD-roof= 402 plf
At support. Floor Uniform Live Load: wL-floor= 27 plf
Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 10 plf
Comparisons with required sections: Reo'd Provided Beam Self Weight: BSW= 11 plf
Combined Uniform Live Load: wL= 747 plf
Section Modulus: 53.86 in3 82.73 in3 Combined Uniform Dead Load: wD= 524 plf
Area(Shear): 31.68 in2 52.25 in2 Combined Uniform Total Load: wT= 1270 plf
Moment of Inertia(deflection): 98.11 in4 392.96 in4
Moment: 6710 ft-lb 10307 ft-lb
Shear: 4129 lb 6810 lb
NOTES
Project:Greeley Beams page
Steve Irvine
Location: Beam Nr.03-Ceiling Beam at Kitchen Tz.L Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd., Suite 201 of
[2015 International Building Code(2015 NDS)] Lake Oswego, Oregon 97035
6.75 INx19.5INx21.0FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:10 PM
Section Adequate By:86.5%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.31 IN L/801
Dead Load 0.13 in
Total Load 0.45 IN L/561
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 5670 lb 5670 lb
Dead Load 2426 lb 2426 lb
Total Load 8096 lb 8096 lb
Bearing Length 1.85 in 1.85 in
BEAM DATA Center
V 4 F1T3'r 4,:.:.. 2`a..!4.ts+, .>l ✓m,...: r `:y'. ..,:
Span Length 21 ft
Unbraced Length-Top 1.33 ft 21 ft
Floor Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.13 FLOOR LOADING
Notch Depth 0.00 Side 1 Side 2
MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf
24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf
Base Values Adjusted Floor Tributary Width FTW= 5.5 ft 8 ft
Bending Stress: Fb= 2400 psi Controlled by:
Fb_cmpr= 1850 psi Fb'= 2224 psi Wall Load WALL= 0 plf
Cd=1.00 CI=1.00 Cv=0.93 BEAM LOADING
Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 540 plf
Cd=1.00 Beam Total Dead Load: wD= 203 plf
Modulus of Elasticity: E= 11800 ksi E'=1 1800 ksi Beam Self Weight: BSW= 29 plf
Comp. to Grain: Fc- =
650 psi Fc- =
650 psi Total Maximum Load: wT= 771 plf
Controlling Moment: 42503 ft-lb
10.5 ft from left support
Created by combining all dead and live loads.
Controlling Shear: -8096 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 229.32 in3 427.78 in3
Area(Shear): 45.83 in2 131.63 in2
Moment of Inertia(deflection): 1875.05 in4 4170.87 in4
Moment: 42503 ft-lb 79288 ft-lb
Shear: -8096 lb 23254 lb
NOTES
•
page
Project:Greeley Beams
Irvine
Location: Beam Nr. 04-Ceiling Beam at Stairs Suntel Design /
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd.,Suite 201 of
[2015 International Building Code(2015 NDS)] -Lake Oswego,Oregon 97035
(2)1.5 IN x 11.25 IN x 10.17 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:10 PM
Section Adequate By: 146.5%
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/2984
Dead Load 0.02 in
Total Load 0.06 IN L/2059
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 492 lb 492 lb
Dead Load 221 lb 221 lb
Total Load 713 lb 713 lb
Bearing Length 0.38 in 0.38 in
BEAM DATA Center
Span Length 10.17 ft
Unbraced Length-Top 1.33 ft 10.17 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#2-Douglas-Fir-Larch(North) Side 1 Side 2
Base Values Adiusted Floor Live Load FLL= 0 psf 40 psf
Bending Stress: Fb= 850 psi Fb'= 848 psi Floor Dead Load FDL= 0 psf 15 psf
Cd=1.00 CI=1.00 CF=1.00 Floor Tributary Width FTW= 0 ft 2.4 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- 1 = 625 psi Fc--i'= 625 psi Beam Total Live Load: wL= 97 plf
Controlling Moment: 1813 ft-lb Beam Total Dead Load: wD= 36 plf
5.085 ft from left support Beam Self Weight: BSW= 7 plf
Total Maximum Load: wT= 140 plf
Created by combining all dead and live loads.
Controlling Shear: -713 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 25.67 in3 63.28 in3
Area(Shear): 5.94 in2 33.75 in2
Moment of Inertia(deflection): 42.95 in4 355.96 in4
Moment: 1813 ft-lb 4471 ft-lb
Shear: -713 lb 4050 lb
NOTES
page
Project: Greeley Beams (,
Steve Irvine
Location: Beam Nr.05-Carrier Beam at Stairs qq Suntel Design /
Uniformly Loaded Floor Beam '` 16865 Boones Ferry Rd., Suite 201 of
[2015 International Building Code(2015 NDS)] Lake Oswego, Oregon 97035
(2) 1.5 IN x 11.25 IN x 10.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:10 PM
Section Adequate By:74.5%
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 0.05 IN L/2446
Dead Load 0.02 in
Total Load 0.07 IN L/1658
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 443 lb 593 lb
Dead Load 215 lb 283 lb
Total Load 658 lb 876 lb
Bearing Length 0.35 in 0.47 in
BEAM DATA Center
Span Length 10 ft
Unbraced Length-Top 0 ft loft — B
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#2-Douglas-Fir-Larch(North) Side 1 Side 2
Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf
Bending Stress: Fb= 850 psi Fb'= 850 psi Floor Dead Load FDL= 15 psf 15 psf
Cd=1.00 CF=1.00 Floor Tributary Width FTW= 0.7 ft 0.7 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.--to Grain: Fc---= 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 54 plf
Beam Total Dead Load: wD= 20 plf
Controlling Moment: 2569 ft-lb Beam Self Weight: BSW= 7 plf
5.0 ft from left support Total Maximum Load: wT= 81 plf
Created by combining all dead and live loads.
Controlling Shear: -876 lb POINT LOADS-CENTER SPAN
At support. Load Number One
Created by combining all dead and live loads. Live Load 500 lb
Dead Load 225 lb
Comparisons with required sections: Req'd Provided Location 6.5 ft
Section Modulus: 36.27 in3 63.28 in3
Area(Shear): 7.3 in2 33.75 in2
Moment of Inertia(deflection): 52.4 in4 355.96 in4
Moment: 2569 ft-lb 4482 ft-lb
Shear: -876 lb 4050 lb
NOTES
Project: Greeley Beams 1 page
Steve(ry
Location: Beam Nr.06-Floor Beam at Front Br Suntel Design
ine /
Combination Roof And Floor Beam P t "
16865 Boones Ferry Rd.,Suite 201 of
[2015 International Building Code(2015 NDS)] ' Lake Oswego, Oregon 97035
(3) 1.5 IN x 11.25 IN x 13.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:10 PM
Section Adequate By: 55.1%
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 0.08 IN L/2038
Dead Load 0.13 in
Total Load 0.20 IN L/764
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 662 lb 662 lb
Dead Load 1103 lb 1103 lb
Total Load 1765 lb 1765 lb
Bearing Length 0.63 in 0.63 in
w
BEAM DATA Center
Span Length 13 ft
Unbraced Length-Top 0 ft
Roof Pitch 10 :12 MEIMEM
Floor Duration Factor 1.00
Roof Duration Factor 1.15 ROOF LOADING
Notch Depth 0.00 Side 1 Side 2
MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf
#2-Douglas-Fir-Larch(North) Roof Dead Load RDL= 15 psf 15 psf
Base Values Adjusted Roof Tributary Width RTW= 1.5 ft 1 ft
Bending Stress: Fb= 850 psi Fb'= 1124 psi
Cd=1.15 CF=1.00 Cr-1.15 FLOOR LOADING
Shear Stress: Fv= 180 psi Fv'= 207 psi Side 1 Side 2
Cd=1.15 Floor Live Load FLL= 0 psf 40 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 0 psf 15 psf
Comp.-L to Grain: Fc-L= 625 psi Fc--- = 625 psi Floor Tributary Width FTW= 0 ft 0.7 ft
Controlling Moment: 5734 ft-lb Wall Load WALL= 100 plf
6.5 ft from left support BEAM LOADING
Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 75 plf
Controlling Shear: -1764 lb Roof Uniform Dead Load: wD-roof= 49 plf
At support. Floor Uniform Live Load: wL-floor= 27 plf
Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 10 plf
Beam Self Weight: BSW= 11 plf
Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 102 plf
Section Modulus: 61.21 in3 94.92 in3 Combined Uniform Dead Load: wD= 170 plf
Area(Shear): 12.78 in2 50.63 in2 Combined Uniform Total Load: wT= 271 plf
Moment of Inertia(deflection): 167.68 in4 533.94 in4
Moment: 5734 ft-lb 8892 ft-lb
Shear: -1764 lb 6986 lb
NOTES
page
Project:Greeley Beams ' Steve Irvine
Location:Beam Nr.07-Carrier Beam Outside Garage Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd.,Suite 201 of
[2015 International Building Code(2015 NDS)]
5.5 IN x 7.5 IN x 6.0 FT Lake Oswego,Oregon 97035
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:10 PM
Section Adequate By: 9.6%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.05 IN L/1323
Dead Load 0.05 in
Total Load 0.10 IN L/719
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1
REACTIONS A
Live Load 1841 lb 1651 lb
Dead Load 1894 lb 1288 lb
Total Load 3735 lb 2939 lb TR2
Bearing Length 1.09 in 0.86 in TRi
BEAM DATA Cen er
Span Length 6 ft
Unbraced Length-Top 1.33 ft eft
Unbraced Length-Bottom 6 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 0 plf
#1 -Douglas-Fir-Larch(North) Uniform Dead Load 0 plf
Base Values Adjusted Beam Self Weight 9 plf
Bending Stress: Fb= 1200 psi Fb'= 1199 psi Total Uniform Load 9 plf
Cd=1.00 C1=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One
Cd=1.00 Live Load 665 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1105 Ib
Comp.-L to Grain: Fc-1= 625 psi Fc-1'= 625 psi Location 0.75 ft
Controlling Moment: 4702 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
2.82 Ft from left support of span 2(Center Span) Load Number One Two Three
Created by combining all dead loads and live loads on span(s)2 Left Live Load 260 plf 270 plf 60 plf
Controlling Shear: 3736 lb Left Dead Load 200 plf 180 plf 40 plf
At left support of span 2(Center Span) Right Live Load 260 plf 270 plf 60 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 200 plf 180 plf 40 plf
Load Start 0.75 ft 0.75 ft 0 ft
Comparisons with required sections: Req'd Provided Load End 6 ft 6 ft 0.75 ft
Section Modulus: 47.06 in3 51.56 in3 Load Length 5.25 ft 5.25 ft 0.75 ft
Area(Shear): 32.96 in2 41.25 in2
Moment of Inertia(deflection): 64.53 in4 193.36 in4
Moment: 4702 ft-lb 5153 ft-lb
Shear: 3736 lb 4675 lb
NOTES
Project:Greeley Beams ate € page
Steve Irvine
Location: Beam Nr. 08-Garage Door Headertw, Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd., Suite 201 of
[2015 International Building Code(2015 NDS)] 4.'Lake Oswego, Oregon 97035
5.5 INx22.5INx16.0FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:11 PM
Section Adequate By:35.5%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.13 IN L/1457
Dead Load 0.09 in
Total Load 0.22 IN L/860
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 1
REACTIONS A B
Live Load 9560 lb 3295 lb
Dead Load 6574 lb 2325 lb TR2 v4'
Total Load 16134 lb 5620 lb
Bearing Length 4.51 in 1.57 in
w
BEAM DATA Center
Span Length 16 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.09 Uniform Live Load 55 plf
Notch Depth 0.00 Uniform Dead Load 20 plf
MATERIAL PROPERTIES Beam Self Weight 27 plf
24F-V4-Visually Graded Western Species ‘ Total Uniform Load 102 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2300 psi
Live Load 8330 lb
Cd=1.00 Cv=0.96 Dead Load 5720 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4.5 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN .••
Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 90 plf 720 plf
Controlling Moment: 57710 ft-lb Left Dead Load 60 plf 480 plf
4.48 Ft from left support of span 2(Center Span) Right Live Load 90 plf 720 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf 480 plf
Controlling Shear: 16134 lb Load Start 0 ft 0 ft
At left support of span 2(Center Span) Load End 4.5 ft 4.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 4.5 ft 4.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 301.15 in3 464.06 in3
Area(Shear): 91.32 int 123.75 in2
Moment of Inertia(deflection): 1457.07 in4 5220.7 in4
Moment: 57710 ft-lb 88930 ft-lb
Shear: 16134 lb 21863 lb
NOTES
Project:Greeley Beams a mix', . Steve Irvine page
Location: Beam Nr.09-Roof Beam outside Garage , , Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd., Suite 201 of
[2015 International Building Code(2015 NDS)] , -(-a Lake Oswego,Oregon 97035
5.5 INx15.0INx17.25FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:11 PM
Section Adequate By:94.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/1077
Dead Load 0.17 in
Total Load 0.37 IN L/566
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
1
REACTIONS A B
Live Load 2641 lb 1629 lb
Dead Load 2365 lb 1424 lb
Total Load 5006 lb 3053 lb §;
Bearing Length 1.40 in 0.85 in
"„' a s7
BEAM DATA Center w
Span Length 17.25 ft
Unbraced Length-Top 2 ft
Unbraced Length-Bottom 17.25 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.17 Uniform Live Load 90 plf
Notch Depth 0.00 Uniform Dead Load 60 plf
MATERIAL PROPERTIES Beam Self Weight 18 plf
24F-V4-Visually Graded Western Species Total Uniform Load 168 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fbcmpr= 1850 psi Fb'= 2377 psi Live Load 1900 lb
Cd—=1.00 C1=1.00 Cv=0.99 Dead Load 1900 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 5 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc-1= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 90 plf 30 plf
Controlling Moment: 21052 ft-lb Left Dead Load 60 plf 20 plf
5.0 Ft from left support of span 2(Center Span) Right Live Load 90 plf 30 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 60 plf 20 plf
Controlling Shear: 5005 lb Load Start 0 ft 5 ft
At left support of span 2(Center Span) Load End 5 ft 17.25 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft 12.25 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 106.29 in3 206.25 in3
Area(Shear): 28.33 in2 82.5 in2
Moment of Inertia(deflection): 656.09 in4 1546.88 in4
Moment: 21052 ft-lb 40852 ft-lb
Shear: 5005 lb 14575 lb
NOTES
t
Project: Greeley Beams ,' l? page
.
Location: Beam Nr. 10-Roof Beam at Entry Steve Irvine
orz
Multi-Loaded Multi-S
pan Beam i 1 Suntel Design /
16865 Boones Ferry Rd., Suite 201 of
[2015 International Building Code(2015 NDS)] Lake Oswego,Oregon 97035
5.5 IN x 11.5 IN x 6.5 FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:11 PM
Section Adequate By: 31.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/2377
Dead Load 0.03 in
Total Load 0.06 IN L/1211
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B 2
Live Load 2255 lb 2575 lb
Dead Load 2110 lb 2308 lb
Total Load 4365 lb 4883 lb {C 4 �'
y Www xvf $� ��J}t
Bearing Length 1.27 in 1.42 in
w
BEAM DATA Center
wwwww
Span Length 6.5 ft "`
Unbraced Length-Top 2 ft
Unbraced Length-Bottom 6.5 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 120 plf
#1 -Douglas-Fir-Larch(North) Uniform Dead Load 80 plf
Base Values Adiusted Beam Self Weight 13 plf
Bending Stress: Fb= 1300 psi Fb'= 1298 psi Total Uniform Load 213 plf
Cd=1.00 C1=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number pile Two
Cd=1.00 Live Load 1700 lb 665 lb
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load 1500 lb 1105 lb
Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Location 2.42 ft 3.42 ft
Controlling Moment: 9939 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
3.38 Ft from left support of span 2(Center Span) Load Number One Two Three
Created by combining all dead loads and live loads on span(s)2 Left Live Load 60 plf 240 plf 260 plf
Controlling Shear: -4883 lb Left Dead Load 40 plf 260 plf 100 plf
6.0 Ft from left support of span 2(Center Span) Right Live Load 60 plf 240 plf 260 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 40 plf 260 plf 100 plf
Load Start 0 ft 3.42 ft 3.42 ft
Comparisons with required sections: Req'd Provided Load End 2.42 ft 6.5 ft 6.5 ft
Section Modulus: 91.91 in3 121.23 in3 Load Length 2.42 ft 3.08 ft 3.08 ft
Area(Shear): 43.08 in2 63.25 in2
Moment of Inertia(deflection): 138.14 in4 697.07 in4
Moment: 9939 ft-lb 13109 ft-lb
Shear: -4883 lb 7168 lb
NOTES
page
Project: Greeley Beams -014.0„0,
— Steve Irvine
II Location: Beam Nr. 11 -Roof Beam at Entry , tf • Suntel Design /
Roof Beam 16865 Boones Ferry Rd., Suite 201 of
[2015 International Building Code(2015 NDS)] , Lake Oswego, Oregon 97035
3.5 IN x 11.25 IN x 6.5 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:11 PM
Section Adequate By:344.5%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/7822
Dead Load 0.01 in
Total Load 0.02 IN L/4597
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A
Live Load 536 lb 536 lb
Dead Load 376 lb 376 lb
Total Load 912 lb 912 lb
Bearing Length 0.42 in 0.42 in
BEAM DATA
Span Length 6.5 ft r
Unbraced Length-Top 2 ft 6.5 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 10 :12
Roof Duration Factor 1.15 ROOF LOADING
MATERIAL PROPERTIES Side One:
#2-Douglas-Fir-Larch(North) Roof Live Load: LL= 30 psf
Base Values Adjusted Roof Dead Load: DL= 15 psf
Bending Stress: Fb= 850 psi Fb'= 1071 psi Tributary Width: TW= 1.5 ft
Cd=1.15 CI=1.00 CF=1.10 Side Two:
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 30 psf
Cd=1.15 Roof Dead Load: DL= 15 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 4 ft
Comp. L to Grain: Fc- = 625 psi Fc--- = 625 psi
Wall Load: WALL= 0 plf
Controlling Moment: 1483 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
3.25 ft from left support Adjusted Beam Length: Ladj= 6.5 ft
Created by combining all dead and live loads.
Controlling Shear: 912 lb Beam Self Weight: BSW= 8 plf
At support. Beam Uniform Live Load: wL= 165 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 116 plf
Total Uniform Load: wT= 281 plf
Comparisons with required sections: Req'd Provided
Section Modulus: 16.61 in3 73.83 in3
Area(Shear): 6.61 in2 39.38 in2
Moment of Inertia(deflection): 16.26 in4 415.28 in4
Moment: 1483 ft-lb 6591 ft-lb
Shear: 912 lb 5434 lb
NOTES
page
Project:Greeley Beams •-- Steve Irvine
Location: Beam Nr. 12-Header at Entry Window 4 /
Multi-Loaded Multi-San Beam '
P 16865 Boones Ferry Rd.,Suite 201 of
[2015 International Building Code(2015 NDS)] Lake Oswego, Oregon 97035
5.5 IN x 9.0 IN x 2.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.4 7/11/2017 3:10:12 PM
Section Adequate By: 15.2%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN L/4713
Dead Load 0.00 in
Total Load 0.01 IN L/2802
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 4506 lb 3000 lb
Dead Load 3088 lb 2084 lb ate
nifft
Total Load 7594 lb 5084 lb ,,,, '.
Bearing Length 2.12 in 1.42 in
w
BEAM DATA Center
Span Length 2.5 ft
Unbraced Length-Top 1.33 ft
Unbraced Length-Bottom 2.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1.5 UNIFORM LOADS Center
Camber Required 0.01 Uniform Live Load 170 plf
Notch Depth 0.00 Uniform Dead Load 170 plf
MATERIAL PROPERTIES Beam Self Weight 11 plf
24F-V4-Visually Graded Western Species Total Uniform Load 351 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fb_cmpr= 1850 psi Fb'= 2397 psi Live Load 6630 lb
Cd=1.00 CI=1.00 Dead Load 4420 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 1 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.-L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Load Number One Two
Left Live Load 360 plf 60 plf
Controlling Moment: 7118 ft-lb Left Dead Load 240 plf 40 plf
1.0 Ft from left support of span 2(Center Span) Right Live Load 360 plf 60 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 240 plf 40 plf
Controlling Shear: 7593 lb Load Start 0 ft 1 ft
At left support of span 2(Center Span) Load End 1 ft 2.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 1.5 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 35.63 in3 74.25 in3
Area(Shear): 42.98 in2 49.5 in2
Moment of Inertia(deflection): 28.62 in4 334.13 in4
Moment: 7118 ft-lb 14834 ft-lb
Shear: 7593 lb 8745 lb
NOTES
a.1
0 0 R T E MEMBER REPORT Level, Copy of Floor:Flush Beam PASSED
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
Overall Length:21 6 0
'
0
2160
C
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor
Member Reaction(lbs) 3563 @ 0 4 0 18047(5.50") Passed(20%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Flush Beam
Shear(lbs) 3083 @ 1 5 6 12053 Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential
Moment(Ft-lbs) 17984 @ 10 9 0 29854 Passed(60%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015
Live Load Defl.(in) 0.653 @ 10 9 0 0.694 Passed(L/383) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD
Total Load Defi.(in) 0.902 @ 10 9 0 1.042 Passed(L/277) -- 1.0 D+ 1.0 L(All Spans)
• Deflection criteria:LL(L/360)and TL(L/240).
•Top Edge Bracing(Lu):Top compression edge must be braced at 21 6 0 o/c unless detailed otherwise.
• Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 21 6 0 o/c unless detailed otherwise.
Bearing Loads to Supports(lbs)
SupportsTotal Available Required Dead Live Total Accessories
1-Column-DF 5.50" 5.50" 1.50" 983 2580 3563 None
2-Column-DF 5.50" 5.50" 1.50" 983 2580 3563 None
Tributary Dead Floor Live
Loads Location(Side) Width (0.90) (1.00) Comments
0-Self Weight(PLF) 0 0 0 to 21 6 0 N/A 19.5
1-Uniform(PSF) 0 0 0 to 21 6 0 6 0 0 12.0 40.0 Residential-Living
(Front) Areas
Member Notes
This structural member has been sized for the loads described herein. These loads may or may not be adequate for the particular project. An Architect or Engineer must verify all loads.
Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is
compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application,input design loads,dimensions and support information have been provided by Forte Software Operator
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