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For
Basement Header
Located at
13885 SW 102nd Avenue
Tigard, OR 97223
Prepared by
WCL Engineering, LLC.
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William Cole cDiotaLllaytZpned by William
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Lathrop Date:2019.04 15 08:52:13
07'00'
Date
April 15th, 2019
•
Basement Header 13885 S W 102nd WCL Engineering
Basic Information
Site Name:Ortiz Residence
Location: 13885 SW 102nd
Location:Tigard,OR 97223
Local Jurisdiction:City of Tigard,OR
Code Information
Calculations are based on OSSC 2014,ORSC 2017 and other referenced Codes and Manuals
Project Description
Header for basement opening
Design Loads
(
Dead Load
Starting design assumption:20psf Floor,10psf attic/roof
Live Load
I Per OSSC:40 psf floor, 10psf attic
Roof Live Load
Per OSSC 2014 for standard roof: 20 psf
Snow Load
Roof Snow load=Cf x 0.7 x Ce x Ct x Is x Pg
Per OSSC figure 1608.2 Ground Snow Load and SEAQ Snow Load Map=10 psf,use 20 psf
L —
Vertical Force Resisting Elements
See Strucalc Report for new headers
Lamination Calcs
Simposn SDW23300 Load Table
Wallow 1300 plf @ 2 rows/12"0.C.
Wmax 1281 plf(see strucalc)
[---- _
Wmax<Wallow(OK)
,
I
a
4/15/19 1 of 8
•
" Project: 1885SW102nd StruCalc 9.0 page
Location:Rafter-Loadcalconly S1 .
Roof Rafter \\.... "-.7„, of
[2015 International Building Code(2015 NDS)]
- 1.5 IN x 5.5 IN x 6.5 FT(4.5+2)@ 24 O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 4/15/2019 8:40:02 AM
Section Adequate By:442.1%
Controlling Factor:Shear
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.01 IN L/4620 0.02 IN 2L/2740
Dead Load 0.01 in 0.00 in
Total Load 0.02 IN L/2965 0.02 IN 2L/2600
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 90 lb 188 lb
Dead Load 76 lb 198 lb
Total Load 166 lb 386 lb
Bearing Length 0.18 in 0.41 in
SUPPORT LOADS A B
Live Load 45 plf 94 plf4-
Dead Load 38 plf 99 plf 4"5 n 2 ft I
Total Load 83 plf 193 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch RAFTER DATA Interior Eave
Base Values Adjusted Span Length 4.5 ft 2 ft
Bending Stress: Fb= 900 psi Fb'= 1455 psi Rafter Pitch 4 :12
Cd=1.15 C1=0.94 CF=1.30 Cr-1.15 Roof sheathing applied to top of joists-top of rafters fully braced.
0 Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Duration Factor 1.15
Cd=1.15 Peak Notch Depth 0.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Base Notch Depth 0.00
Comp.L to Grain: Fc--t-= 625 psi Fc--i-'= 625 psi RAFTER LOADING
Uniform Roof Loading
Controlling Moment: -164 ft-lb
Live Load: LL= 20 psf
Roof
4.497 Ft from left support of span 2(Center Span) Roof
Created by combining all dead loads and live loads on span(s)3 Dead Load: DL= 20 psf
Slope Adjusted Spans And Loads
Controlling Shear: -210 lb
Interior Span: L-adj= 4.74 ft
4.743 Ft from left support of span 2(Center Span)
Eave Span: L-Eave-adj= 2.11 ft
Created by combining all dead loads and live loads on span(s)2,3
Interior Live Load: wL-adj= 36 plf
Eave Live Load: wL-Eave-adj= 36 plf
Comparisons with required sections: Read Provided Interior Dead Load: wD-adj= 38 plf
Section Modulus: 1.36 in3 7.56 in3 Eave Dead Load: wD-Eave-adj= 38 plf
Area(Shear): 1.52 in2 8.25 in2 Interior Total Load: wT-adj= 74 plf
Moment of Inertia(deflection): 1.82 in4 20.8 in4 Eave Total Load: wT-Eave-adj= 74 plf
Moment: -164 ft-lb 917 ft-lb
Shear: -210 lb 1139 lb
4/15/19 2 of 8
• Project: 1885SW102nd f StruCalc 9.0 page
f.
Location:Coilarfie-LoadCalcOnly .1,
'
Collar Tie w or
[2015 International Building Code(2015 NDS)] :i-.„
, 1.5 IN x 7.25 IN x 11.5 FT @16O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 4/15/2019 8:40:02 AM
- 1.5 x 3.5 Solid Sawn Lumber with minimum Ft=575
Section Adequate By:2.5%
- Controlling Factor:Moment
DEFLECTIONS Center MATERIAL PROPERTIES
Live Load 0.37 IN U416
Dead Load 0.19 in Base Values Adjusted
Total Load 0.56 IN L/278 Bending Stress: Fb= 900 psi Fb'= 1428 psi I
Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 Cd=1.15 CF=1.20 Cr-1.15 1
RAFTER REACTIONS Shear Stress: Fv= 180 psi Fv'= 207 psi
LOADS REACTIONS Cd=1.15
Lower Live Load @ A&B 257 plf 343 lb Modulus of Elasticity: E= 1600 ksi E= 1600 ksi
Lower Dead Load @ A&B 128 plf 171 lb Comp.11
-to Grain: Fc- = 625 psi Fc-1-'= 625 psi
Lower Total Load @ A&B 386 plf 514 lb
Collar Tie Tension 739 lb Controlling Moment: 1525 ft-lb
7.934 Ft from left support of span 2(Center Span)
RAFTER SUPPORT DATA Created by combining all dead loads and live loads on span(s)2
B Controlling Shear: -460 lb
Bearing Length 0.55 in 11.628 Ft from left support of span 2(Center Span)
RAFTER DATA Interior Created by combining all dead loads and live loads on span(s)2
Span Length 11.5 ft Comparisons with required sections: Req'd Provided
Unbraced Length-Bottom 8.94 ft Section Modulus: 12.81 in3 13.14 in3
Rafter Pitch 6 :12 Area(Shear): 3.33 in2 10.88 in2
0 Collar Tie Location 4 ft Moment of Inertia(deflection): 30.89 in4 47.63 in4
Roof Duration Factor 1.15 Moment: 1525 ft-lb 1564 ft-lb
Peak Notch Depth 0.00 Shear: -460 lb 1501 lb
Base Notch Depth 0.00
RAFTER LOADING COLLAR TIE DESIGN
Uniform Floor Loading 1.5 x 3.5 Solid Sawn Lumber with minimum Ft=575
Roof Live Load: LL= 20 psf Base Values A.justed
Roof Dead Load: DL= 10 psf Tension Parallel to Grain Ft= 575 psi Ft'= 992 psi
Slope Adjusted Spans And Loads Cd=1.15 Cf=0.00
Interior Span: L-adj= 12.86 ft Collar Tie Location 4 ft
Eave Span: L-Eave-adj= 0 ft Collar Tie Tension 739 lb
Rafter Live Load: wL-adj= 21 plf Collar Tie Capacity 5207 lb
Eave Live Load: wL-Eave-adj= 21 plf Nailing Required @ Both Ends
Rafter Dead Load: wD-adj= 12 plf 16d Common 5 Nails
Rafter Total Load: wT-adj= 33 plf 16d Sinker 6 Nails
Eave Total Load: wT-Eave-adj= 33 plf 16d Box 7 Nails
LOADING DIAGRAM
Oft 11.5ft
s
III
s
s
2.43 ft
23 ft
4/15/19 3 of 8
StruCalc 9.0 page
Project:1885SW102nd /
Location:Kneewall Y '
Wall or
[2015 International Building Code(2015 NDS)]
,, 1.5INx3.5INx3.OFT@160.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 4/15/2019 8:40:03 AM
Section Adequate By:98.6%
Controlling Factor:Combined Stress Factor
DEFLECTIONS LOADING DIAGRAM
Deflection due to lateral loads only: Defl= 0 IN=UMAX
Live Load Deflection Criteria: U180
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn= 0 lb B
Dead Load: Vert-DL-Rxn= 40 lb
Total Load: Vert-TL-Rxn= 40 lb —
HORIZONTAL REACTIONS 1 I
Total Reaction at Top of Column: TL-Rxn-Top= 10 lb
s Total Reaction at Bottom of Column: TL-Rxn-Bottom= 10 lb I
WALL DATA ! . •
Total Stud Length: 3 ft ` i
Wall Dead Weight: 10 psf , .�
Unbraced Length(X-Axis)Lx: 3 ft
Unbraced Length(Y-Axis)Ly: 0 ft ) i
Stud End Condition-K(e): 1 3 ft i ,E' w
Axial Load Duration Factor 1.00 i
Lateral Load Duration Factor(Wind/Seismic) 1.33 I 6
0 ,SSUD PROPERTIES ; I
#2-. iglas-Fir-Larch 1.
Base Values Adjusted ;`
Compressive Stress: Fc= 1350 psi Fc'= 1819 psi
Cd=1.33 Cf=1.15 Cp=0.88
Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 2065 psi 1
Cd=1.33 CF=1.50 Cr-1.15 CI=1.00 _ . .,,�
Bending Stress(Y Y Axis): Fby= 900 psi Fby'= 2065 psi
Cd=1.33 CF=1.50 Cr-1.15 A
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
WALL LOAD CALCULATOR
Stud Section(X-X Axis): dx= 3.5 in Live Load Dead Load Tributary Width
Stud Section(Y-Y Axis): dy= 1.5 in Load Tracker: LL= 0 plf DL= 0 plf
Area: A= 5.25 in2 Roof: LL= 20 psf DL= 20 psf TA= 0 ft
Section Modulus(X-X Axis): Sx= 3.06 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft
Section Modulus(Y-Y Axis): Sy= 1.31 in3 Upper Floor Height: 0 ft
Slenderness Ratio: Lex/dx= 10.29 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft
Ley/dy= 0 Middle Floor Height: 0 ft
Calculated Load: LL= 0 plf DL= 30 plf
Stud Calculations(Controlling Case Only):
Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) AXIAL LOADING
Actual Compressive Stress: Fc= 8 psi Live Load: PL= 0 plf*
Allowable Compressive Stress: Fc'= 1819 psi Dead Load: PD= 30 plf*
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 30 plf
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
Moment Due to Lateral Loads(X-X Axis): Mx= 8 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face)
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 29 psi Uniform Lateral Load: wL-Lat= 5 psf
Allowable Bending Stress(X-X Axis): Fbx'= 2065 psi
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y YAxis): Fby'= 2065 psi
Combined Stress Factor: CSF= 0.01
4/15/19 4 of 8
Project 1885SW102nd StruCalc 9.0 page
Location:CeilingJoists-LoadCalcOnly
Floor Joist of
[2015 International Building Code(2015 NDS)]
, 1.51N x 9.25 IN x 15.0 FT @160.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 4/15/2019 8:40:03 AM
Section Inadequate By:14.0%
Controlling Factor:Moment/Depth Required 9.88 In.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.30 IN 0602
Dead Load 0.23 in
Total Load 0.53 IN L/342
Live Load Deflection Criteria:U480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 194 lb 409 lb
Dead Load 161 lb 300 lb
Total Load 355 lb 709 lb
Bearing Length 0.38 in 0.76 in
SUPPORT LOADS A
Live Load 146 plf 307 plf
Dead Load 121 plf 225 plf 15 ft
Total Load 266 plf 532 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adjusted Span Length 15 ft
Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.10 Cr=1.15 Unbraced Length-Bottom 0 ft
01 Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi JOIST LOADING
Comp. to Grain: Fc- = 625 psi Fc--- = 625 psi Uniform Floor Loading Center
Controlling Moment: 2313 ft-lb ea Load LL= 10 psf
D
11.4 Ft from left support of span 2(Center Span) Dead Load DL= 10 psf
2
Total Load TL= 20 psf
Created by combining all dead loads and live loads on span(s)2 TL Adj.For Joist Spacing wT= 26.7 plf
Controlling Shear: -709 lb Wall Loading
At right support of span 2(Center Span) Wall One
Created by combining all dead loads and live loads on span(s)2 Live Load(1 to Joists): L1 = 302 plf
Dead Load(1 to Joists):D1 = 196 plf
Comparisons with required sections: Rea'd Provided Load Location X1 = 11.5 ft
Section Modulus: 24.38 in3 21.39 in3
Area(Shear): 5.91 in2 13.88 in2
Moment of Inertia(deflection): 104.14 in4 98.93 in4
Moment: 2313 ft-lb 2029 ft-lb
Shear: -709 lb 1665 lb
4/15/19 5 of 8
Project: 1885SW102nd StruCalc 9.0 page
Location: l stFloorJoists-LoadCalcOnly alit*
Floor Joist �,.-- ` of
[2015 International Building Code(2015 NDS)]
1.5 INx9.25INx15.0FT @16 O.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 4/15/2019 8:40:04 AM
Section Inadequate By:15.1%
Controlling Factor:Deflection/Depth Required 9.74 In.
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.38 IN L/469
Dead Load 0.19 in
Total Load 0.58 IN U313
Live Load Deflection Criteria:0480 Total Load Deflection Criteria:L/360
REACTIONS A
Live Load 400 lb 400 lb
Dead Load 200 lb 200 lb
Total Load 600 lb 600 lb
Bearing Length 0.64 in 0.64 in
SUPPORT LOADS A
Live Load 300 plf 300 plf
Dead Load 150 plf 150 plf 15ft
Total Load 450 plf 450 plf
MATERIAL PROPERTIES
#2-Douglas-Fir-Larch JOIST DATA Center
Base Values Adjusted Span Length 15 ft
Bending Stress: Fb= 900 psi Fb'= 1139 psi Unbraced Length-Top 0 ft
Cd=1.00 CF=1.10 Cr-1,15 Unbraced Length-Bottom 0 ft
Shear Stress: Fv= 180 psi Fv'= 180 psi Floor sheathing applied to top of joists-top of joists fully braced.
Cd=1.00 Floor Duration Factor 1.00
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi JOIST LOADING
Comp.-I-to Grain: Fc---= 625 psi Fc--i-'= 625 psi Uniform Floor Loading Center
Live Load LL= 40 psf
Controlling Moment: 2250 ft-lb
Load
7.5 Ft from left support of span 2(Center Span) DeadTL= 20 psf
Created by combining all dead loads and live loads on span(s)2 Total Load = 60 psf
TL A
Controlling Shear: 600 lb .For Joist Spacing wT= 80 plf
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: 23.72 in3 21.39 in3
Area(Shear): 5 in2 13.88 in2
Moment of Inertia(deflection): 113.89 in4 98.93 in4
Moment: 2250 ft-lb 2029 ft-lb
Shear: 600 lb 1665 lb
4/15/19 6 of 8
Project: 1885SW102nd / StruCalc 9.0 page
Location:ExteriorWall-LoadCaicOnly . ;7,.+}4
Wall of
[2015 International Building Code(2015 NDS)] ..,,; ..
). 1.5INx5.5INx10.0FT@160.C.
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 4/15/2019 8:40:04 AM
Section Adequate By:92.5%
Controlling Factor:Combined Stress Factor
DEFLECTIONS LOADING DIAGRAM
Deflection due to lateral loads only: Deft= 0.05 IN=L/2662
Live Load Deflection Criteria: 0180
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn= 0 lb
Dead Load: Vert-DL-Rxn= 133 lb
Total Load: Vert-TL-Rxn= 133 lb
HORIZONTAL REACTIONS
Total Reaction at Top of Column: TL-Rxn-Top= 33 lb
Total Reaction at Bottom of Column: TL-Rxn-Bottom= 33 lb
Fs
WALL DATA
Total Stud Length: 10 ft
Wall Dead Weight: 10 psf ; E;
Unbraced Length(X-Axis)Lx: 10 ft
Unbraced Length(Y--Axis)Ly: 0 ft
Stud End Condition-Ke: 1 10 ft "`
E <i
Axial Load Duration Factor 1.00 I
Lateral Load Duration Factor(Wind/Seismic) 1.33
ASTUD PROPERTIES
#2-Douglas-Fir-Larch ;F
Base Values Adjusted
Compressive Stress: Fc= 1350 psi Fc'= 866 psi I
Cd=1.33 Cf=1.10 Cp=0.44 ref
Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1790 psi ,,.
Cd=1.33 CF=1.30 Cr-1.15 C/=1.00 — i ; .:
Bending Stress(Y-Y Axis): Fby= 900 psi Fby'= 1790 psi
Cd=1.33 CF=1.30 Cr-1.15 A
Modulus of Elasticity: E= 1600 ksi E= 1600 ksi
WALL LOAD CALCULATOR
Stud Section(X-X Axis): dx= 5.5 in Live Load Dead Load Tributary Width
Stud Section(Y-Y Axis): dy= 1.5 in Load Tracker: LL= 0 plf DL= 0 plf
Area: A= 8.25 in2 Roof: LL= 20 psf DL= 20 psf TA= 0 ft
Section Modulus(X-X Axis): Sx= 7.56 in3 Upper Floor: LL= 40 psf DL= 15 psf TA= 0 ft
Section Modulus(Y-Y Axis): Sy= 2.06 in3 Upper Floor Height: 0 ft
Slenderness Ratio: Lex/dx= 21.82 Middle Floor: LL= 40 psf DL= 15 psf TA= 0 ft
Ley/dy= 0 Middle Floor Height: 0 ft
e Calculated Load: LL= 0 plf DL= 100 plf
Stud Calculations(Controlling Case Only):
Controlling Load Case:Axial Dead Load and Lateral loads(D+W or E) AXIAL LOADING
Actual Compressive Stress: Fc= 16 psi Live Load: PL= 0 plf*
R Allowable Compressive Stress: Fc'= 866 psi Dead Load: PD= 100 plf*
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Total Axial Load: PT= 100 plf
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb *Load obtained from Load Tracker.See Summary Report for details.
Moment Due to Lateral Loads(X-X Axis): Mx= 83 ft-lb
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb LATERAL LOADING (Dy Face)
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 132 psi Uniform Lateral Load: wL-Lat= 5 psf
Allowable Bending Stress(X-X Axis): Fbx'= 1790 psi
Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi
Allowable Bending Stress(Y-Y Axis): Fby'= 1790 psi
Combined Stress Factor: CSF= 0.08
4/15/19 7 of 8
- Project:1885SW102nd p StruCalc 9.0 page
Location:NewHeader .A►,i
Multi-Loaded Multi-Span Beam f
2015 International Building Code 2015 NDS)]
r (2)1.5INx9.25INx3.OFT
#2-Douglas-Fir-Larch-Dry Use StruCalc Version 10.0.1.6 4/15/2019 8:40:05 AM
Section Adequate By:73.3%
Controlling Factor:Shear
CAUTIONS
*Laminations are to be fully connected to provide uniform transfer of loads to all members
PEFLECTIONS Center LOADING DIAGRAM
Live Load 0.00 IN 08922
Dead Load 0.00 in
Total Load 0.01 IN U4882
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240
REACTIONS A
Live Load 1052 lb 1052 lb
Dead Load 870 lb 870 lb
Total Load 1922 lb 1922 lb
Bearing Length 1.02 in 1.02 in
BEAM DATA Center
Span Length 3 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 3 ft
Live Load Duration Factor 1.00
Notch Depth 0.00 UNIFORM Lf"Qs. Center*
MATERIAL PROPERTIES Uniform Live Load 701 plf
#2-Douglas-Fir-Larch Uniform Dead Load 574 plf
Base Values Adjusted Beam Self Weight 6 plf
Bending Stress: Fb= 900 psi Fb'= 990 psi Total Uniform Load 1281 plf
Cd=1.00 CF=1.10 'Load obtained from Load Tracker.See Summary Report for details.
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp. to Grain: Fc- = 625 psi Fc- = 625 psi
Controlling Moment: 1441 ft-lb
1.5 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 1922 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: 17.47 in3 42.78 in3
Area(Shear): 16.01 in2 27.75 in2
Moment of Inertia(deflection): 9.73 in4 197.86 in4
Moment: 1441 ft-lb 3529 ft-lb
Shear: 1922 lb 3330 lb
4/15/19 8 of 8