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Project:TYPICAL FOOTINGS
Project: --.472—,1 Judith Souers /
;_ocation: Footing'D' M,, i#'4 Suntel Design
Footingiki16865 Boones Ferry Rd Suite 201 of
[2015 International Building Code(2012 NDS)] ,_ u-'4.Lake Oswego,OR 97035
Footing Size: 3.75 FT x 3.75 FT x 12.00 IN
Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(6)min. StruCalc Version 9.0.2.5 6/26/2017 2:51:30 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi f f _'L,,,-
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE AUG 2 2018
Width: W= 3.75 ft
Length: L= 3.75 ft CITY OF`I.I3ARD
Depth: Depth= 12 in BUILDING DIVISION
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Steel
Column Width: m= 4 in
Column Depth: n= 4 in
Baseplate Width: bsw= 4 in
Baseplate Length: bsl= 4 in
FOOTING CALCULATIONS
Bearing Calculations: I-4inH
Ultimate Bearing Pressure: Qu= 1244 psf . 1 I
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 12.96 sf
Area Provided: A= 14.06 sf 12 in
Baseplate Bearing:
Bearing Required: Bear= 24500 lb n n 9 T
Allowable Bearing: Bear-A= 44200 lb 3 in
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 6669 lb 3.75 ft
Allowable Beam Shear: Vc1 = 27844 lb
Punching Shear Calculations(Two Way Shear): FOOTING LOADING
Critical Perimeter: Bo= 49 in Live Load: PL= 0 lb
Punching Shear: Vu2= 22684 lb Dead Load: PD= 17500 lb
Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Total Load: PT= 17500 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Ultimate Factored Load: Pu= 24500 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Weight to resist uplift w/1.5 F.S.: U.R.= 1359 lb
Controlling Allowable Punching Shear: vc2= 60638 lb
Bending Calculations:
Factored Moment: Mu= 114401 in-lb
Nominal Moment Strength: Mn= 339278 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.49 in
Steel Required Based on Moment: As(1)= 0.39 in2
Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.08 in2
Controlling Reinforcing Steel: As-reqd= 1.08 in2
Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(6)Min.
Reinforcement Area Provided: As= 1.18 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 17.5 in
NOTES
page
Protect: ''1414414-' Kei•
th A Kudrna
vocation: Footing"G" i"at Suntel Design
Footing *4147:44 16865 Boones Ferry Rd of
[2012 International Building Code(2012 NDS)] Lake Oswego,Oregon 97035
Footing Size:4.5 FT x 4.5 FT x 12.00 IN
Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(7)min. StruCalc Version 9.0.1.7 9/17/2015 1:21:39 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Width: W= 4.5 ft
Length: L= 4.5 ft
Depth: Depth= 12 in
Effective Depth to Top Layer of Steel: d= 8.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 4 in
Column Depth: n= 4 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 1235 psf
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf
Required Footing Area: Areq= 18.52 sf f-4 in-
Area Provided: A= 20.25 sf
Baseplate Bearing:
Bearing Required: Bear= 35000 lb
Allowable Bearing: Bear-A= 44200 lb 12 in
Beam Shear Calculations(One Way Shear): 9
Beam Shear: Vu1 = 12153 lb 3 i
Allowable Beam Shear: Vc1 = 33413 lb
Punching Shear Calculations(Two Way Shear): 4.5 ft
Critical Perimeter: Bo= 49 in
Punching Shear: Vu2= 33199 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 0 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 25000 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 25000 lb
Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 35000 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R. = 1958 lb
Factored Moment: Mu= 236250 in-lb
Nominal Moment Strength: Mn= 396163 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.48 in
Steel Required Based on Moment: As(1)= 0.81 in2
Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.30 in2
Controlling Reinforcing Steel: As-reqd= 1.30 in2
Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(7)Min.
Reinforcement Area Provided: As= 1.37 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 24 in
Project: Filbert_Windwood Homes_Lot 2 Annand Heights "1.4.1fr page
--
Keith A Kudrna
LoSation: Beam Nr.01 -Garage Door Header -i Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] ,_ Lake Oswego, Oregon 97035
3.5 IN x 12.0 IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:34:58 PM
Section Adequate By:20.7%
Controlling Factor: Deflection
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.32 IN L/613
Dead Load 0.36 ins f ,,
Total Load 0.68 IN L/290 Fn
x^ :}
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B AUG 2° 2018
Live Load 1356 lb 1244 lb
Dead Load 1619 lb 1257 lb CITY OF TiARD
Total Load 2975 lb 2501 lb BUILC;rc 1~ "":' ^j
Bearing Length 1.31 in 1.10 in
TRI
BEAM DATA Center TR2
Span Length 16.5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 16.5 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1,5 UNIFORM LOADS Center
Camber Required 0.54 Uniform Live Load 0 plf
Notch Depth 0.00 Uniform Dead Load 0 plf
MATERIAL PROPERTIES Beam Self Weight 9 plf
24F-V4-Visually Graded Western Species Total Uniform Load 9 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by: Load Number One
Fbcmpr= 1850 psi Fb'= 2400 psi Live Load 500 lb
Cd—=1.00 Dead Load 475 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 10.25 ft
Cd=1.00
Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS-CENTER SPAN
Comp.1 to Grain: Fc-L= 650 psi Fc-L'= 650 psi Load Number One Two
Left Live Load 150 plf 90 plf
Controlling Moment: 12936 ft-lb Left Dead Load 183 plf 60 plf
8.74 Ft from left support of span 2(Center Span) Right Live Load 150 plf 90 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 183 plf 60 plf
Controlling Shear: 2636 lb Load Start 0 ft 10.25 ft
At a distanced from left support of span 2(Center Span) Load End 10.25 ft 16.5 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 10.25 ft 6.25 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 64.68 in3 84 in3
Area(Shear): 14.92 in2 42 in2
Moment of Inertia(deflection): 417.66 in4 504 in4
Moment: 12936 ft-lb 16800 ft-lb
Shear: 2636 lb 7420 lb
NOTES
Project: Filbert_Windwood Homes_Lot 2 Armand Heights I
Keith A Kudrna Page
Location: Beam Nr.02-Upper Level Floor Beam over Garage ,'74.,► Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] Lake Oswego, Oregon 97035
5.5 IN x 25.5 IN x 20.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:34:58 PM
Section Adequate By: 30.7%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.24 IN L/980
Dead Load 0.16 in
Total Load 0.40 IN L/597
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 6803 lb 10368 lb
Dead Load 3969 lb 6916 lb 2 3
Total Load 10772 lb 17284 lb R4
1XLBearing Length 3.01 in 4.83 in I4
w
BEAM DATA Center
Span Length 20 ft ._.. % . FF; , p_, .,.E.. ..., t751 ..,
Unbraced Length-Top 0 ft 2Oft
Unbraced Length-Bottom 20 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1
Camber Required 0.16 UNIFORM LOADS Center
Notch Depth 0.00 Uniform Live Load 340 plf
Uniform Dead Load 128 plf
MATERIAL PROPERTIES Beam Self Weight 30 plf
24F-V4-Visually Graded Western Species Total Uniform Load 498 plf
Base Values Adjusted POINT LOADS-CENTER SPAN
Bending Stress: Fb= 2400 psi Controlled by:
Fbcmpr= 1850 psi Fb'= 2221 psi Load Number One Two Three
Live Load 3850 lb 1050 lb 1050 lb
Cd-=1.00 Cv=0.93 Dead Load 3000 lb 775 lb 775 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi Location 11.75 ft 14.02 ft 17.33 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--- = 650 psi Load Number One Two Three Four
Left Live Load 80 plf 675 plf 45 plf 675 plf
Controlling Moment: 84412 ft-lb Left Dead Load 30 plf 550 plf 30 plf 550 plf
11.8 Ft from left support of span 2(Center Span) Right Live Load 80 plf 675 plf 45 plf 675 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf 550 plf 30 plf 550 plf
Controlling Shear: -13838 lb Load Start 0 ft 11.75 ft 14.02 ft 17.33 ft
At a distance d from right support of span 2(Center Span) Load End 11.75 ft 14.02 ft 17.33 ft 20 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 11.75 ft 2.27 ft 3.31 ft 2.67 ft
Comparisons with required sections: Req'd Provided
Section Modulus: 456.1 in3 596.06 in3
Area(Shear): 78.33 in2 140.25 in2
Moment of Inertia(deflection): 3057.07 in4 7599.8 in4
Moment: 84412 ft-lb 110316 ft-lb
Shear: -13838 lb 24778 lb
NOTES
Project: Filbert_Windwood Homes_Lot 2 Annand Heights page
- — ."Keith A Kudrna
Location: Beam Nr.03-Upper Level Floor Beam at Stairs " Suntel Design /ofMulti-Loaded Multi-Span Beam 16865 Boones Ferry Rd
[2015 International Residential Code(2015 NDS)] Lake Oswego,Oregon 97035
(3) 1.5 IN x 11.25 IN x 9.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCaic Version 10.0.1.6 7/17/2018 2:34:59 PM
Section Adequate By:5.0%
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 0.09 IN L/1216
Dead Load 0.04 in
Total Load 0.12 IN L/871
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 2474 lb 2012 lb
Dead Load 978 lb 804 lb
Total Load 3452 lb 2816 lb
Bearing Length 1.23 in 1.00 in
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 9 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 360 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 135 plf
Base Values Adjusted Beam Self Weight 11 plf
Bending Stress: Fb= 850 psi Fb'= 978 psi Total Uniform Load 506 plf
Cd=1.00 CF=1.00 Cr-1.15 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Left Live Load 220 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 83 plf
Comp.--to Grain: Fc-1= 625 psi Fc-1'= 625 psi Right Live Load 220 plf
Right Dead Load 83 plf
Controlling Moment: 7365 ft-lb Load Start 0 ft
4.23 Ft from left support of span 2(Center Span) Load End 5.66 ft
Created by combining all dead loads and live loads on span(s)2 Load Length 5.66 ft
Controlling Shear: 2724 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: 90.41 in3 94.92 in3
Area(Shear): 22.7 in2 50.63 in2
Moment of Inertia(deflection): 158.07 in4 533.94 in4
Moment: 7365 ft-lb 7732 ft-lb
Shear: 2724 lb 6075 lb
NOTES,
Project: FilbertWindwood Homes Lot 2 Annand Heights ' 3 page
t — — g - � : Keith A Kudrna
Location: Beam Nr.04-Roof Beam in Front of Garage ,: ,w Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] w Lake Oswego,Oregon 97035
5.5 IN x 11.25 IN x 19.66 FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:34:59 PM
Section Adequate By:23.0%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.39 IN L/612
Dead Load 0.30 in
Total Load 0.68 IN L/345
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1099 lb 1286 lb
Dead Load 862 lb 986 lb
Total Load 1961 lb 2272 lb
Bearing Length 0.57 in 0.66 in .; 7R2
BEAM DATA Center TR1
Span Length 19.66 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 19.66 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 13 plf
Bending Stress: Fb= 1300 psi Fb'= 1300 psi Total Uniform Load 13 plf
Cd=1.00 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN
Shear Stress: Fv= 170 psi Fv'= 170 psi Load Number One Two
Cd=1.00 Left Live Load 105 plf 150 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Left Dead Load 70 plf 100 plf
Comp.1 to Grain: Fc-1= 625 psi Fc--- = 625 psi Right Live Load 105 plf 150 plf
Controlling Moment: 10222 ft-lb Right Dead Load 70 plf 100 plf
10.42 Ft from left support of span 2(Center Span) Load Start 0 ft 12 ft
Created by combining all dead loads and live loads on span(s)2 Load End 12 ft 19.5 ft
Load Length 12 ft 7.5 ft
Controlling Shear: -2105 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: Ren'd Provided
Section Modulus: 94.36 in3 116.02 in3
Area(Shear): 18.58 in2 61.88 in2
Moment of Inertia(deflection): 454.44 in4 652.59 in4
Moment: 10222 ft-lb 12568 ft-lb
Shear: -2105 lb 7013 lb
NOTES
Project: Filbert_Windwood Homes_Lot 2 Annand Heights k "TIP/ page
arz -"Keith A Kudrna
Lavation: Beam Nr.05-Front Porch Roof Beam Suntel;r Suntel Design
Roof Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] Lake Oswego,Oregon 97035
5.5 IN x 11.25 IN x 9.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:34:59 PM
Section Adequate By:400.6%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.02 IN L/5912
Dead Load 0.02 in
Total Load 0.03 IN L/3234
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A B
Live Load 473 lb 473 lb
Dead Load 391 lb 391 lb
Total Load 864 lb 864 lb
Bearing Length 0.25 in 0.25 in
BEAM DATA .
Span Length 9 ft
Unbraced Length-Top 0 ft 9ft
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :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= 20 psf
Bending Stress: Fb= 875 psi Fb'= 1006 psi Tributary Width: TW= 1.5 ft
Cd=1.15 CF=1.00 Side Two:
Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 30 psf
Cd=1.15 Roof Dead Load: DL= 20 psf
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Tributary Width: TW= 2 ft
Comp. 1-to Grain: Fc--1-= 625 psi Fc--- = 625 psi
Wall Load: WALL= 0 plf
Controlling Moment: 1943 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
4.5 ft from left support
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 9 ft
Beam Self Weight: BSW= 13 plf
Controlling Shear: -691 lb Beam Uniform Live Load: wL= 105 plf
At a distance d from support. Beam Uniform Dead Load: wD_adj= 87 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 192 plf
Comparisons with required sections: Req'd Provided
Section Modulus: 23.17 in3 116.02 in3
Area(Shear): 5.3 in2 61.88 in2
Moment of Inertia(deflection): 36.32 in4 652.59 in4
Moment: 1943 ft-lb 9728 ft-lb
Shear: -691 lb 8064 lb
NOTES
Project: Filbert_Windwood Homes_Lot 2 Annand Heights t* ' " page
^� Keith A Kudrna
Location: Beam Nr.06-Great Room Window Header Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd or
[2015 International Residential Code(2015 NDS)] Lake Oswego,Oregon 97035
5.51Nx11.51Nx6.5FT
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:34:59 PM
Section Adequate By:22.5%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.03 IN L/3050
Dead Load 0.02 in
Total Load 0.04 IN L/1885
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 3835 lb 1655 lb
Dead Load 2516 lb 959 lb
Total Load 6351 lb 2614 lb
Bearing Length 1.85 in 0.76 in
w
BEAM DATA Center
Span Length 6.5 ft
Unbraced Length-Top 0 ft A 6.5 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES FLOOR LOADING
#1 -Douglas-Fir-Larch(North) Side 1 Side 2
Base Values Adjusted Floor Live Load FLL= 40 psf 0 psf
Bending Stress: Fb= 1300 psi Fb'= 1300 psi Floor Dead Load FDL= 15 psf 0 psf
Cd=1.00 CF=1.00 Floor Tributary Width FTW= 9 ft 0 ft
Shear Stress: Fv= 170 psi Fv'= 170 psi
Cd=1.00 Wall Load WALL= 40 plf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING
Comp.-L to Grain: Fc- L= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 360 plf
Controlling Moment: 6226 ft-lb Beam Total Dead Load: wD= 175 plf
3.25 ft from left support Beam Self Weight: BSW= 13 plf
Total Maximum Load: wT= 548 plf
Created by combining all dead and live loads.
Controlling Shear: 5853 lb POINT LOADS-CENTER SPAN
At a distance d from support. Load Number One
Created by combining all dead and live loads. Live Load 3150 lb
Dead Load 2250 lb
Comparisons with required sections: Req'd Provided Location 1 ft
Section Modulus: 57.47 in3 121.23 in3
Area(Shear): 51.64 in2 63.25 in2
Moment of Inertia(deflection): 88.74 in4 697.07 in4
Moment: 6226 ft-lb 13133 ft-lb
Shear: 5853 lb 7168 lb
NOTES
Project: Filbert_Windwood Homes_Lot 2 Annand Heights 111 ' � page
Keith A Kudrna
Location: Beam Nr. 07-Nook Header Suntel Design
Combination Roof And Floor Beam 16865 Boones Ferry Rd or
[2015 International Residential Code(2015 NDS)] '-"' --Lake Oswego,Oregon 97035
5.5 IN x 11.25 IN x 6.5 FT ��
#1 -Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:35:00 PM
Section Adequate By: 73.4%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.04 IN L/2181
Dead Load 0.02 in
Total Load 0.06 IN L/1285
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 3023 lb 3023 lb
Dead Load 2108 lb 2108 lb
Total Load 5131 lb 5131 lb
Bearing Length 1.49 in 1.49 in
w
BEAM DATA Center
Span Length 6.5 ft
Unbraced Length-Top 0 ft
Roof Pitch 4 :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= 20 psf 20 psf
Base Values Adjusted Roof Tributary Width RTW= 17.5 ft 1.5 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= 40 psf 0 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 0 psf
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Floor Tributary Width FTW= 9 ft 0 ft
Controlling Moment: 8338 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= 570 plf
Controlling Shear: 3694 lb Roof Uniform Dead Load: wD-roof= 401 plf
At a distance d from support. Floor Uniform Live Load: wL-floor= 360 plf
Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 135 plf
Beam Self Weight: BSW= 13 plf
Comparisons with required sections: Req'd Provided Combined Uniform Live Load: wL= 930 plf
Section Modulus: 66.92 in3 116.02 in3 Combined Uniform Dead Load: wD= 649 plf
Area(Shear): 28.34 in2 61.88 in2 Combined Uniform Total Load: wT= 1579 plf
Moment of Inertia(deflection): 121.92 in4 652.59 in4
Moment: 8338 ft-lb 14454 ft-lb
Shear: 3694 lb 8064 lb
I NOTES
Project: Filbert_Windwood Homes_Lot 2 Annand Heights page
up- -r-- ,Keith A Kudrna
Location: Beam Nr.08-Roof Beam @ Front Porch � Suntel Design
Roof Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] Lake Oswego,Oregon 97035
3.5 IN x 11.25 IN x 3.66 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:35:00 PM
Section Adequate By:266.9%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/8138
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A
Live Load 563 lb 656 lb
Dead Load 455 lb 530 lb
Total Load 1018 lb 1186 lb
Bearing Length 0.47 in 0.54 in
BEAM DATA
Span Length 3.7 ft
Unbraced Length-Top 0 ft 3.66 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 4 :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= 20 psf
Bending Stress: Fb= 850 psi Fb'= 1075 psi Tributary Width: TW= 1 ft
Cd=1.15 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= 20 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 1 ft
Comp.-L to Grain: Fc- = 625 psi Fc- = 625 psi
Wall Load: WALL= 0 plf
Controlling Moment: 1803 ft-lb SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
1.83 ft from left support Adjusted Beam Length: Ladj= 3.66 ft
Created by combining all dead and live loads. Beam Self Weight: BSW= 8 plf
Controlling Shear: -1085 lb Beam Uniform Live Load: wL= 60 plf
At a distance d from support. Beam Uniform Dead Load: wD_adj= 51 plf
Created by combining all dead and live loads. Total Uniform Load: wT= 111 plf
Comparisons with required sections: Req'd Provided POINT LOADS-CENTER SPAN
Section Modulus: 20.12 in3 73.83 in3 Load Number One
Area(Shear): 7.86 in2 39.38 in2 Live Load 1000 lb
Moment of Inertia(deflection): 9.18 in4 415.28 in4 Dead Load 800 lb
Moment: 1803 ft-lb 6615 ft-lb Location 2 ft
Shear: -1085 lb 5434 lb
NOTES,
Projt'ct: Filbert_Windwood Homes_Lot 2 Annand Heights %NI page
k. Keith A Kudrna
Location: Beam Nr.09-Powder Bath Header Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] .Lake Oswego,Oregon 97035
3.5 IN x 9.25 IN x 2.66 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:35:00 PM
Section Adequate By: 52.3%
Controlling Factor: Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/7917
Dead Load 0.00 in
Total Load 0.01 IN L/4496
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1497 lb 973 lb
Dead Load 1141 lb 707 lb
Total Load 2638 lb 1680 lb Trti CR2
Bearing Length 1.21 in 0.77 in
�
w
BEAM DATA Center
Span Length 2.66 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 2.66 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS citer
MATERIAL PROPERTIES Uniform Live Load 40 plf
#2-Douglas-Fir-Larch(North) Uniform Dead Load 15 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 850 psi Fb'= 1020 psi Total Uniform Load 62 plf
Cd=1.00 CF=1.20 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 2200 lb
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1750 lb
Comp.1-to Grain: Fc-L= 625 psi Fc--- = 625 psi Location 1 ft
Controlling Moment: 2565 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN
1.01 Ft from left support of span 2(Center Span) Load Number One Two
Created by combining all dead loads and live loads on span(s)2 Left Live Load 40 plf 75 plf
Controlling Shear: 2552 lb Left Dead Load 15 plf 15 plf
At a distance d from left support of span 2(Center Span) Right Live Load 40 plf 75 plf
Created by combining all dead loads and live loads on span(s)2 Right Dead Load 15 plf 15 plf
Load Start 0 ft 1 ft
Comparisons with required sections: Req'd Provided Load End 1 ft 2.66 ft
Section Modulus: 30.17 in3 49.91 in3 Load Length 1 ft 1.66 ft
Area(Shear): 21.26 in2 32.38 in2
Moment of Inertia(deflection): 12.32 in4 230.84 in4
Moment: 2565 ft-lb 4242 ft-lb
Shear: 2552 lb 3885 lb
NOTES
Projett: VW,Homes_Lot 2 Annand Heightsppage
- - Keith A Kudrna /
Location: Beam Nr. 10-Rear Deck Beam � Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of
[2015 International Residential Code(2015 NDS)] Lake Oswego,Oregon 97035
3.5 IN x 9.25 IN x 12.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:35:01 PM
Section Adequate By:21.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.19 IN L/760
Dead Load 0.06 in
Total Load 0.25 IN U587
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 900 lb 900 lb
Dead Load 266 lb 266 lb
Total Load 1166 lb 1166 lb
Bearing Length 0.53 in 0.53 in
BEAM DATA Center
Span Length 12 ft <t e "a f r �4 :1 1.461 c L.e"C Weiej.t :
Unbraced Length-Top 0 ft 12 ft g
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= 60 psf 0 psf
Bending Stress: Fb= 850 psi Fb'= 1020 psi Floor Dead Load FDL= 15 psf 0 psf
Cd=1.00 CF=1.20 Floor Tributary Width FTW= 2.5 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
Comp.--to Grain: Fc-1= 625 psi Fc-L'= 625 psi Beam Total Live Load: wL= 150 plf
Controlling Moment: 3499 ft Ib Beam Total Dead Load: wD= 38 plf
Beam Self Weight: BSW= 7 plf
6.0 ft from left support
Created by combining all dead and live loads. Total Maximum Load: wT= 194 plf
Controlling Shear: -1026 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 41.16 in3 49.91 in3
Area(Shear): 8.55 in2 32.38 in2
Moment of Inertia(deflection): 109.33 in4 230.84 in4
Moment: 3499 ft-lb 4242 ft-lb
Shear: -1026 lb 3885 lb
NOTES
Projelit: Filbert_Windwood Homes_Lot 2 Annand Heights ;? e page
.Keith A Kudrna
Location: Beam Nr. 11 -Front Deck Beam � Suntel Design /
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd of
International Residential Code 2015
[2015 NDS)] """( �°��Lake Oswego,Oregon 97035
3.5 IN x 7.25 IN x 9.0 FT
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 10.0.1.6 7/17/2018 2:35:01 PM
Section Adequate By:79.5%
Controlling Factor: Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.10 IN L/1084
Dead Load 0.03 in
Total Load 0.13 IN L/837
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
Live Load 540 lb 540 lb
Dead Load 159 lb 159 lb
Total Load 699 lb 699 lb
Bearing Length 0.32 in 0.32 in
BEAM DATA Center
Span Length 9 ft
Unbraced Length-Top 0 ft 9ft
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= 0 psf 60 psf
Bending Stress: Fb= 850 psi Fb'= 1105 psi Floor Dead Load FDL= 0 psf 15 psf
Cd=1.00 CF=1.30 Floor Tributary Width FTW= 0 ft 2 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- = 625 psi Beam Total Live Load: wL= 120 plf
Controlling Moment: 1573 ft-lb Beam Total Dead Load: wD= 30 plf
4.5 ft from left support Beam Self Weight: BSW= 5 plf
Total Maximum Load: wT= 155 plf
Created by combining all dead and live loads.
Controlling Shear: -615 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Req'd Provided
Section Modulus: 17.09 in3 30.66 in3
Area(Shear): 5.13 in2 25.38 in2
Moment of Inertia(deflection): 36.9 in4 111.15 in4
Moment: 1573 ft-lb 2823 ft-lb
Shear: -615 lb 3045 lb
NOTES