Specifications (21) V\(\ -\-- -0c--i- cWti
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Project: page
Location:Footing"B" Keith A Kudrna
Footing `+ Suntel Design
16865 Boones Ferry Rd of
[2012 International Building Code(2012 NDS)] a •`^^ Lake Oswego,Oregon 97035
Footing Size:3.167 FT x 3.167 FT x 12.00 IN w
Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.1.7 9/17/2015 1:14:49 PM
Section Footing Design Adequate
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: Pc= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psir+ q
Concrete Reinforcement Cover: c= 3 in +'7 �'`
FOOTING SIZE
Width: W= 3.17 ft FEB
1 2017
Length: L= 3.17 ft
Depth: Depth= 12 in ell Y '-t j ,'a f k l
Effective Depth to Top Layer of Steel: d= 8.25 in t°.{,=I 1, r i,r4-..,,11,..., ,I
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= 1246 psf tea'"
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf — I I
Required Footing Area: Areq= 9.26 sf
Area Provided: A= 10.03 sf
Baseplate Bearing:
Bearing Required: Bear= 17500 lb 12 in
Allowable Bearing: Bear-A= 44200 lb0 0 0 Cl
Beam Shear Calculations(One Way Shear): T
Beam Shear: Vu1 = 4951 lb 3 in
Allowable Beam Shear: Vc1 = 23515 lb 3.167 ft i y
Punching Shear Calculations(Two Way Shear):
Critical Perimeter: Bo= 49 in
Punching Shear: Vu2= 15682 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= 12500 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 12500 lb
Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 17500 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 970 lb
Factored Moment: Mu= 83134 in-lb
Nominal Moment Strength: Mn= 282847 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.49 in
Steel Required Based on Moment: As(1)= 0.28 in2
Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2
Controlling Reinforcing Steel: As-reqd= 0.91 in2
Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 16 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
•
Project: 11. NiNt!" Page
Rte— Keith A Kudrna
rr-Location:Footing"B" . Suntel Design
Footing 16865 Boones Ferry Rd of
[2012 International Building Code(2012 NDS)] :4 -. Lake Oswego,Oregon 97035
Footing Size:3.167 FT x 3.167 FT x 12.00 IN
Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(5)min. StruCalc Version 9.0.1,7 9/17/2015 1:14:49 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= 3.17 ft
Length: L= 3.17 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= 1246 psf 1----4 in—I
Effective Allowable Soil Bearing Pressure: Qe= 1350 psf — I I
Required Footing Area: Areq= 9.26 sf
Area Provided: A= 10.03 sf
Baseplate Bearing:
Bearing Required: Bear= 17500 lb 12 in
Allowable Bearing: Bear-A= 44200 lb
Beam Shear Calculations(One Way Shear): T
Beam Shear: Vu1 = 4951 lb 3 in
Allowable Beam Shear: Vc1 = 23515 lb
Punching Shear Calculations(Two Way Shear): 3.167 ft
Critical Perimeter: Bo= 49 in
Punching Shear: Vu2= 15682 lb FOOTING LOADING
Allowable Punching Shear(ACI 11-35: vc2-a_
90956 Ib
Live Load: PL= 0 lb
Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 12500 lb
Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 12500 lb
Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 17500 lb
Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 970 lb
Factored Moment: Mu= 83134 in-lb
Nominal Moment Strength: Mn= 282847 in-lb
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 0.49 in
Steel Required Based on Moment: As(1)= 0.28 in2
Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 0.91 in2
Controlling Reinforcing Steel: As-reqd= 0.91 in2
Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(5)Min.
Reinforcement Area Provided: As= 0.98 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 16 in
Note:Plain concrete adequate for bending,
therefore adequate development length not required.
I
i
Project:Chehalem B_Biggi_Lot 4 Oak Woods Beams I ,° Page
Judith Souers
Location: Beam Nr.01 -Cant Beam at Garage Clg j%* Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of
[2015 International Building Code(2012 NDS)] >r Lake Oswego,OR 97035
(3)1.75 IN x 11.25 IN x 12.33 FT(9.3+3)
�`
1.9E Microllam-iLevel Trus Joist StruCalc Version 9.0.2.5 12/27/2016 4:43:07 PM
Section Adequate By:24.4%
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 . ,e" g 4 ,
Total Load -0.08 IN L/1422 0.16 IN 2L/456
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 FES' 1 2017 i
REACTIONS A B
Live Load 187 lb 6075 lb ;t i Y b / (-t z'1F)
Dead Load -312 lb 4385 lb f� �
Total Load -125 lb 10460 lb no
Uplift(1.5 F.S) -940 lb 0 lb
Bearing Length 0.00 in 2.66 in W IN
'444i 4j.,X ) .1C.,` '''" .' `r:.t f ` " t? fe,c„,..7,„,,,,L '
...
BEAM DATA Center Right
Span Length 9.33 ft 3 ft 9.33 ft 3 ft1
Unbraced Length-Top 0 ft 0 ft
Unbraced Length-Bottom 9.33 ft 3 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM LOADS Center Right
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
POINT LOADS-RIGHT SPAN
Cd=1.00 C1=0.99 CF=1.01 Load Number One
Shear Stress: Fv= 285 psi Fv'= 285 psi Live Load 4600 lb
Cd=1.00 Dead Load 3100 lb
Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Location 1 ft
Comp. L to Grain: Fc-1= 750 psi Fc--L'= 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: 9020 lb Right Live Load 270 plf
At 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: Req'd Provided Load Length 2 ft
Section Modulus: 47.38 in3 110.74 in3
Area(Shear): 47.48 in2 59.06 in2
Moment of Inertia(deflection): 328.56 in4 622.92 in4
Moment: -10231 ft-lb 23912 ft-lb
Shear: 9020 lb 11222 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams ‘-, 1 page
.�., , Judith th Sowers /
Location:Beam Nr.02 garage door header (- �'� `Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 or
[2015 International Building Code(2012 NDS)] _` w> Lake Oswego,OR 97035
5.5 IN x 24.0 IN x 16.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:07 PM
Section Adequate By:9.4%
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: U480 Total Load Deflection Criteria: L/360
REACTIONS A
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 ..
BEAM DATA Center
Span Length 16.5 ft
Unbraced Length-Top 1.33 ft
Unbraced Length-Bottom 16.5 ft TRI
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 CI=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.-I-to Grain: Fc- = 650 psi Fc--- = 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: -19297 lb Load Start 0 ft 12.25 ft
16.0 Ft from left 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: Read Provided
Section Modulus: 354.01 in3 528 in3
Area(Shear): 120.61 in2 132 in2
Moment of Inertia(deflection): 3252.61 in4 6336 in4
Moment: 67197 ft-lb 100223 ft-lb
Shear: -19297 lb 21120 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods Beams ;, page
�-- 71Judith Sowers /
Location:Beam Nr.03 at garage porch � ' Suntel Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of
[2015 International Building Code(2012 NDS)] "`'i ---ft*Lake Oswego,OR 97035
5.5 IN x 15.0 IN x 22.5 FT
24F-V4-Visually Graded Western Species-Wet Use StruCalc Version 9.0.2.5 12/27/2016 4:43:08 PM
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 L/581
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
TR1 TR2
BEAM DATA Center
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-1= 650 psi Fc--- = 345 psi Load Length 16 ft 6.5 ft
Cm=0.53
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: -2445 lb
22.0 Ft 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: 75.86 in3 206.25 in3
Area(Shear): 17.46 in2 82.5 in2
Moment of Inertia(deflection): 638.53 in4 1546.88 in4
Moment: 11705 ft-lb 31824 ft-lb
Shear: -2445 lb 11550 lb
NOTES
page
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams
Location:Beam Nr.04 front porch beam Judith Souers
Roof Beam Suntel Design /
16865 Boones Ferry Rd Suite 201 of
- [2015 International Building Code(2012 NDS)] 'Y- Lake Oswego,OR 97035
3.51N x 13.25 IN x 10.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:08 PM
Section Adequate By:878.3%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.01 IN UMAX
Dead Load 0.01 in
Total Load 0.01 IN L/8051
Live Load Deflection Criteria:U360 Total Load Deflection Criteria: L/240
REACTIONS A_
Live Load 188 lb 188 lb
Dead Load 172 lb 172 lb
Total Load 360 lb 360 lb
Bearing Length 0.16 in 0.16 in
BEAM DATA ... . ..... ....._ ..:. , n,. . . ..............
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'= 1031 psi Tributary Width: TW= 0.5 ft
Cd=1.15 CI=1.00 CF=1.00 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. L to Grain: Fc- L= 625 psi Fc- L'= 625 psi
Wall Load: WALL= 0
Controlling Moment: 899 ft-lb plf
5.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 10 ft
Controlling Shear: -360 lb Beam Self Weight: BSW= 10 plf
At support. Beam Uniform Live Load: wL= 38 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 34 plf
Comparisons with required sections: Rea'd Provided
Total Uniform Load: wT= 72 plf
Section Modulus: 10.47 in3 102.41 in3
Area(Shear): 2.61 in2 46.38 in2
Moment of Inertia(deflection): 20.23 in4 678.48 in4
Moment: 899 ft-lb 8795 ft-lb
Shear: -360 lb 6400 lb
NOTES
. I
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams ipage
Judth Souers
Location: Beam Nr.05 entry ceil beam I. • Suntel Design
Combination Roof And Floor Beam 16865 Boones Ferry Rd Suite 201 of
- [2015 International Building Code(2012 NDS)] '. ms...µ-- ,Lake Oswego,OR 97035
(2) 1.5 IN x 11.25 IN x 5.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:08 PM
Section Adequate By:33.2%
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 0.02 IN L/2809
Dead Load 0.02 in
Total Load 0.04 IN L/1691
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A B
Live Load 1788 lb 1788 lb
Dead Load 1182 lb 1182 lb
Total Load 2970 lb 2970 lb
Bearing Length 1.58 in 1.58 in
BEAM DATA Center w
Span Length 5.5 ft
Unbraced Length-Top 1.33 ft
Roof Pitch 0 :12 lilliti
Floor Duration Factor 1.00
Roof Duration Factor 1.15
Notch Depth 0.00 ROOF LOADING
Side 1 Side 2
MATERIAL PROPERTIES Roof Live Load RLL= 30 psf 30 psf
#2-Douglas-Fir-Larch Roof Dead Load RDL= 15 psf 15 psf
Base Values Adjusted Roof Tributary Width RTW= 1 ft 20 ft
Bending Stress: Fb= 900 psi Fb'= 1032 psi
Cd=1.15 CI=1.00 CF=1.00 FLOOR LOADING
Shear Stress:
Fv= 180 psi Fv'=— 207 psi Side 1 Side 2
Cd=1.15 Floor Live Load FLL= 40 psf 40 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Floor Dead Load FDL= 15 psf 15 psf
Comp.--to Grain: Fc-1= 625 psi Fc-1'= 625 psi Floor Tributary Width FTW= 0 ft 0.5 ft
Controlling Moment: 4083 ft-lb Wall Load WALL= 100 plf
2.75 ft from left support BEAM LOADING
Created by combining all dead and live loads. Roof Uniform Live Load: wL-roof= 630 plf
Controlling Shear: -2969 lb Roof Uniform Dead Load: wD-roof= 315 plf
At support. Floor Uniform Live Load: wL-floor= 20 plf
Created by combining all dead and live loads. Floor Uniform Dead Load: wD-floor= 8 plf
Beam Self Weight: BSW= 7 plf
Comparisons with required sections: Read Provided Combined Uniform Live Load: wL= 650 plf
Section Modulus: 47.49 in3 63.28 in3 Combined Uniform Dead Load: wD= 430 plf
Area(Shear): 21.52 in2 33.75 int Combined Uniform Total Load: wT= 1080 plf
Moment of Inertia(deflection): 50.52 in4 355.96 in4 Controlling Total Design Load: wT-cont= 1080 plf
Moment: 4083 ft-lb 5440 ft-lb
Shear: -2969 lb 4658 lb
NOTES
•
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams `` ' „Judith Souers page
- Location:Beam Nr.06 at garage ceiling 1> Suntel Design
Multi-Loaded Multi-Span Beam £ " r 16865 Boones Ferry Rd Suite 201 of
[2015 International Building Code(2012 NDS)] "`` - Lake Oswego,OR 97035
5.5 IN x 21.0 IN x 22.0 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:08 PM
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
TR1 TR2
Bearing Length 1.80 in 1.89 in
BEAM DATA Center w
Span Length 22 ft rg
Unbraced Length-Top 1.33 ft
Unbraced Length-Bottom 22 ft
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.09 Uniform Live Load 240 plf
Notch Depth 0.00 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
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.1-to Grain: Fc-L= 650 psi Fc- L'= 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: -6755 lb
At 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: 196.81 in3 404.25 in3
Area(Shear): 38.23 in2 115.5 in2
Moment of Inertia(deflection): 1906.51 in4 4244.63 in4
Moment: 36787 ft-lb 75559 ft-lb
Shear: -6755 lb 20405 lb
NOTES
page
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams � Judith Souers
- Location: Beam Nr.07 at grt rm ceil. "t; '� Suntel Design
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 of
- [2015 International Building Code(2012 NDS)]
(2) 1.5 IN x 11.25 IN x 6.25 FT Lake Oswego,OR 97035
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:08 PM
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.-I-to Grain: Fc-1= 625 psi Fc- = 625 psi Beam Total Live Load: wL= 640 plf
Controlling Moment: 4098 ft Ib 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: -2623 lb
At 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): 21.86 in2 33.75 in2
Moment of Inertia(deflection): 65.91 in4 355.96 in4
Moment: 4098 ft-lb 4733 ft-lb
Shear: -2623 lb 4050 lb
NOTES
•
- Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams .,.Judith Souers page
_ Location: Beam Nr.08 Ceiling Beam at Nook I-,- * Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of
- [2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035
5.5 IN x 16.5 IN x 13.5 FT
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:09 PM
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 trt1'
Bearing Length 2.89 in 3.11 in
az
BEAM DATA Center W
Span Length 13.5 ft
Unbraced Length-Top 1.33 ft
Unbraced Length-Bottom 13.5 ft111111111,
Live Load Duration Factor 1.00
Camber Adj. Factor 1 UNIFORM LOADS Center
Camber Required 0.14 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
Fb_cmpr= 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-1= 650 psi Fc-1'= 650 psi Load Number ne
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: -11120 lb Load Start 2.83 ft
14.0 Ft 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: Read Provided
Section Modulus: 192.42 in3 249.56 in3
Area(Shear): 62.94 in2 90.75 in2
Moment of Inertia(deflection): 1040.35 in4 2058.89 in4
Moment: 38408 ft-lb 49815 ft-Ib
Shear: -11120 lb 16033 lb
NOTES
ti
page
Project:Chehalem B_Biggi_Lot 4 Oak Woods Beams ik. ', ! 70
Judith Souers
- Location: Beam Nr.09-Header at Basment Slider —" * Suntel Design /
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of
[2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035
5.5 IN x 10.5 IN x 6.5 FT L^'
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:09 PM
Section Adequate By:24.6%
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 w
Span Length 6.5 ft
Unbraced Length-Top 1.33 ft 111111111.,
Unbraced Length-Bottom 6.5 ft
Live Load Duration Factor 1.00
Camber Adj.Factor 1 UNIFORM LOADS Center
Camber Required 0.04 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 C1=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.1 to Grain: Fc-L= 650 psi Fc--- = 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: 8190 lb
At 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: 53.91 in3 101.06 in3
Area(Shear): 46.36 in2 57.75 in2
Moment of Inertia(deflection): 148.15 in4 530.58 in4
Moment: 10769 ft-lb 20188 ft-lb
Shear: 8190 lb 10203 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams \ tr Page
IF Judith Souers
Location: Beam Nr. 10 carrier at bm 3Suntel Des
� ' Design
Multi-Loaded Multi-Span Beam 16865 Boones Ferry Rd Suite 201 of
[2015 International Building Code(2012 NDS)] h£ Lake Oswego,OR 97035
3.5 IN x 13.25 IN x 4.5 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2,5 12/27/2016 4:43:09 PM
Section Adequate By: 165.3%
Controlling Factor:Shear
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/6687
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria:L/240
REACTIONS A_ B
Live Load 772 lb 1138 lb
Dead Load 626 lb 959 lb
Total Load 1398 lb 2097 lb
Bearing Length 0.64 in 0.96 in
BEAM DATA Center w
Span Length 4.5 ft
Unbraced Length-Top 0 ft 4.5 ft B
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 10 plf
Bending Stress: Fb= 900 psi Fb'= 900 psi Total Uniform Load 310 plf
Cd=1.00 CF=1.00 POINT LOADS-CENTER SPAN
Shear Stress: Fv= 180 psi Fv'= 180 psi Load Number One
Cd=1.00 Live Load 1100 lb
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Dead Load 1000 lb
Comp. L to Grain: Fc- L= 625 psi Fc--- = 625 psi Location 3 ft
Controlling Moment: 2783 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: -2098 lb
5.0 Ft 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: 37.11 in3 102.41 in3
Area(Shear): 17.48 in2 46.38 in2
Moment of Inertia(deflection): 24.35 in4 678.48 in4
Moment: 2783 ft-lb 7681 ft-lb
Shear: -2098 lb 5565 lb
NOTES
•
Project:Chehalem B_Biggi_Lot 4 Oak Woods_Beams ; # vase
Location:Beam Nr. 11-Deck Beam Judith Sowers /
• Suntel Design
R
Uniformly Loaded Floor Beam 16865 Boones Ferry Rd Suite 201 of
[2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035
3.5 IN x 7.25 IN x 9.0 FT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:09 PM
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 L:.......tV—.1V0../1,LI I,. .:.`.X�:'I W.:....1.� d/I'.ftr141
Unbraced Length-Top 2 ft 9n
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'= 1167 psi Floor Dead Load FDL= 15 psf 15 psf
Cd=1.00 C/=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_m 580 ksi E_min = 580 ksi Beam Total Live Load: wL= 160 plf
Comp. to Grain: Fc- = 625 psi Fc- = 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: 1015 lb
At support.
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus: 23.48 in3 30.66 in3
Area(Shear): 8.46 in2 25.38 in2
Moment of Inertia(deflection): 49.2 in4 111.15 in4
Moment: 2283 ft-lb 2982 ft-lb
Shear: 1015 lb 3045 lb
NOTES
Project:Chehalem B_Biggi_Lot 4 Oak Woods Beams page
IJudith Souers /
Location: Beam Nr. 14-Garage Floor Beam F >� Suntel Design
Multi-Span Floor Beam - 16865 Boones Ferry Rd Suite 201 or
[2015 International Building Code(2012 NDS)] °^'''°:Lake Oswego,OR 97035
5.125 IN x 16.5 IN x 11.0 FT _.
24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:10 PM
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:L/600 Total Load Deflection Criteria: L/600
REACTIONS A B
Live Load 7050 lb 7050 lb
Dead Load 1613 lb 1613 lb
Total Load 8663 lb 8663 lb 1
Bearing Length 2.60 in 2.60 in
BEAM DATA Center
Span Length 11 ft
Unbraced Length-Top 1 ft 11 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: pO1NT LOADS-CENTER SPAN
Fb_cmpr= 1850 psi Fb'= 2396 psi Load Number One
Cd=1.00 CI=1.00 Live Load 2000 lb
Shear Stress: Fv= 265 psi Fv'= 265 psi
Cd=1.00 Dead Load 0 lb
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.1 to Grain: Fc-1= 650 psi Fc-1'= 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: -8663 lb
At 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): 49.04 in2 84.56 in2
Moment of Inertia(deflection): 1400.87 in4 1918.51 in4
Moment: 26574 ft-lb 46429 ft-lb
Shear: -8663 lb 14939 lb
NOTES
$
Project:Chehalem B_Biggi_Lot 4 Oak Woods Beams Page
- Judith Souers
Location:CeilingJst at Garage /
Floor Joist 9 „( Suntel Design
16865 Boones Ferry Rd Suite 201 of
' [2015 International Building Code(2012 NDS)] aw • Lake Oswego,OR 97035
1.5 INx11.25INx12.33FT(9.3+3)@16O.C.
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:10 PM
Section Adequate By: 10.1%
Controlling Factor:Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.02 IN L/4823 0.04 IN 2L/2050
Dead Load -0.01 in 0.03 in
Total Load -0.03 IN L/4168 0.07 IN 2L/1062
Live Load Deflection Criteria:L/480 Total Load Deflection Criteria: L/360
REACTIONS A_
Live Load 249 lb 620 lb
Dead Load 11 lb 462 lb
Total Load 260 lb 1082 lb
Uplift(1.5 F.S) -64 lb 0 lb
Bearing Length 0.28 in 1.15 in
SUPPORT LOADS A
Live Load 187 plf 465 plf 9.33 ft 3 ft
Dead Load 8 plf 347 plf
Total Load 195 plf 812 plf
MATERIAL PROPERTIES JOIST DATA Center Right
#2-Douglas-Fir-Larch(North) Span Length 9.33 ft 3 ft
Base Values Adjusted Unbraced Length-Top 0 ft 0 ft
Bending Stress: Fb= 850 psi Fb'= 597 psi Unbraced Length-Bottom 0 ft 0 ft
Cd=1.00 CI=0.61 CF=1.00 Cr-1.15 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor Duration Factor 1.00
Cd=1.00 JOIST LOADING
Modulus of Elasticity: E= 11600 ksi E'=1 1600 ksi Uniform Floor Loading Center Right
Comp. to Grain: Fc- = 625 psi Fc- =
625 psi Live Load LL= 40 psf 40 psf
Controlling Moment: -1430 ft-lb Dead Load DL= 15 psf 15 psf
Over right support of span 2(Center Span) Total Load TL= 55 psf 55 psf
Created by combining all dead loads and live loads on span(s)2,3 TL Adj. For Joist Spacing wT= 73.3 plf 73.3 plf
Controlling Shear: 587 lb Wall Loading
At left support of span 3(Right Span) Wall One
Live Load(-L to Joists): L1 = 0 plf 105 plf
Created by combining all dead loads and live loads on span(s)2,3 Dead Load(1 to Joists)D1 = 0 plf 170 plf
Comparisons with required sections: Req'd Provided
Load Location X1 = 0 ft 3 ft
Section Modulus: 28.75 in3 31.64 in3
Area(Shear): 4.89 in2 16.88 in2
Moment of Inertia(deflection): 82.91 in4 244.76 in4
Moment: -1430 ft-lb 1574 ft-lb
Shear: 587 lb 2025 lb
Decking Information
Plywood Thickness: T= 3/4 in
Plywood Is Glued:
Moment of Inertia Calculations For Glued Floor:
Joist Area: A-joist= 16.88 IN2
Plywood Area: A-ply= 2.08 IN2
Section Centroid: C= 6 IN ABOVE BASE
Moment of Inertia(deflection): I-comb= 245 IN4
NOTES
• •
page
Project:Chehalem B_Biggi_Lot 4 Oak Woods Beams •,
—r— Judith Souers
Location:Ceiling Jst at Garage2 f Suntel Design
Floor Joist 16865 Boones Ferry Rd Suite 201 of
[2015 International Building Code(2012 NDS)] fi, Lake Oswego,OR 97035
1.5 INx11.25INx10.33FT(9.3+1 )@ 12 O.C.
#2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 9.0.2.5 12/27/2016 4:43:10 PM
Section Adequate By:23.2%
Controlling Factor:Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load -0.02 IN U6000 0.01 IN 2L/2088
Dead Load -0.01 in 0.01 in
Total Load -0.03 IN L/4168 0.02 IN 201312
Live Load Deflection Criteria: U480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 187 lb 993 lb
Dead Load 9 lb 706 lb
Total Load 196 lb 1699 lb
Uplift(1.5 F.S) -70 lb 0 lb
Bearing Length 0.21 in 1.81 in
SUPPORT LOADS A_
Live Load 187 plf 993 plf 9.33 ft 999909 f
Dead Load 9 plf 706 plf
Total Load 196 plf 1699 plf
MATERIAL PROPERTIES JOIST DATA Center Right
#2-Douglas-Fir-Larch(North) Span Length 9.33 ft 1 ft
Base Values Adiusted Unbraced Length-Top 0 ft 0 ft
Bending Stress: Fb= 850 psi Fb'= 597 psi Unbraced Length-Bottom 0 ft 0 ft
Cd=1.00 C1=0.61 CF=1.00 Cf=1.15 Floor sheathing applied to top of joists-top of joists fully braced.
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor Duration Factor 1.00
Cd=1.00 JOIST LOADING
Modulus of Elasticity: E= 11600 ksi E'=1 1600 ksi Uniform Floor Loading Center Right
Comp. to Grain: Fc- =
625 psi Fc- = 625 psi Live Load LL= 40 psf 40 psf
Controlling Moment: -1278 ft-lb Dead Load DL= 15 psf 15 psf
Total Load TL= 55 psf 55 psf
Over right support of span 2(Center Span) TL Adj.For Joist Spacing wT= 55 plf 55 plf
Created by combining all dead loads and live loads on span(s)3 Wall Loading
Controlling Shear: 1305 lb Wall One
At left support of span 3(Right Span) Live Load(-L to Joists): L1 = 0 plf 690 plf
Created by combining all dead loads and live loads on span(s)2, 3 Dead Load(L to Joists)D1 = 0 plf 560 plf
Comparisons with required sections: Req'd Provided Load Location X1 = 0 ft 1 ft
Section Modulus: 25.68 in3 31.64 in3
Area(Shear): 10.88 in2 16.88 in2
Moment of Inertia(deflection): 63 in4 229.48 in4
Moment: -1278 ft-lb 1574 ft-lb
Shear: 1305 lb 2025 lb
Decking Information
Plywood Thickness: T= 3/4 in
Plywood Is Glued:
Moment of Inertia Calculations For Glued Floor:
Joist Area: A-joist= 16.88 IN2
Plywood Area: A-ply= 1.56 IN2
Section Centroid: C= 6 IN ABOVE BASE
Moment of Inertia(deflection): I-comb= 229 IN4
NOTES