REVIEWED BLD2022-0846+Structural_Analysis_or_Calculations+6.29.2022_1.24.08_PM+2961826
STRUCTURAL CALCULATIONS
Wilkie Residence
Remodel
24301 101st Ave W
Edmonds, WA 98020
CG Project No.: 22145.10
250 4th Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
06/28/2022
RECEIVED
Jul 07 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-0846
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
Project Description
Scope of Work
Basis of Design
Roof Dead 15 psf
Live 25 psf (snow)
Floor Dead 15 psf
Live 40 psf
BTJ 6/10/2022
NTS
22145.10
Project Summary
Wilkie Residence
This project involves the remodel of an existing single-family resience. The remodel consists of
vaulting the ceiling over the kitchen/dining room area and removing an existing bearing wall. A
new ridge beam, posts, and foundations are required for the proposed remodel. The existing
roof rafters will remain in place and new rafters will be added in between them.
We will provide stamped structural calculations in accordance with the current building code.
Description
Project250 4th Ave South
Suite 200
Edmonds, WA 98020
By
Checked
Scale
Job No.
Date
Sheet No.
Date
1
2
ROOF KEY PLAN
3
4
COMPANY
May 26, 2022 14:53
PROJECT
BM-R1.wwb
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load1 Dead Full UDL 165.0 plf
Load2 Snow Full UDL 275.0 plf
Self-weight Dead Full UDL 14.2 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
18.606'
18.5'0'
Unfactored:
Dead 1666 1666
Snow 2558 2558
Factored:
Total 4224 4224
Bearing:
Capacity
Beam 4224 4224
Support 4359 4359
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #2 #2
Length 1.27 1.27
Min req'd 1.27 1.27
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x12"
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 18.63'; Clear span: 18.375'; Volume = 7.9 cu.ft.; 8 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 91 Fv' = 305 psi fv/Fv' = 0.30
Bending(+) fb = 1896 Fb' = 2760 psi fb/Fb' = 0.69
Live Defl'n 0.55 = L/406 0.93 = L/240 in 0.59
Total Defl'n 1.08 = L/205 1.23 = L/180 in 0.87
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC#
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 4201, V design = 3723 lbs; M(+) = 19430 lbs-ft
EIy = 1328.38 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are
from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
5
COMPANY
May 26, 2022 14:56
PROJECT
BM-R2.wwb
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load1 Dead Full UDL 98.0 plf
Load2 Snow Full UDL 163.0 plf
Self-weight Dead Full UDL 17.7 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
18.565'
18.5'0'
Unfactored:
Dead 1073 1073
Snow 1513 1513
Factored:
Total 2586 2586
Bearing:
Capacity
Beam 2586 2586
Support 2669 2669
Des ratio
Beam 1.00 1.00
Support 0.97 0.97
Load comb #2 #2
Length 0.78 0.78
Min req'd 0.78 0.78
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.07 1.07
Fcp sup 625 625
Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x15"
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 18.56'; Clear span: 18.438'; Volume = 9.9 cu.ft.; 10 laminations, 5-1/8" maximum width,
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 43 Fv' = 305 psi fv/Fv' = 0.14
Bending(+) fb = 744 Fb' = 2733 psi fb/Fb' = 0.27
Live Defl'n 0.17 = < L/999 0.93 = L/240 in 0.18
Total Defl'n 0.34 = L/649 1.23 = L/180 in 0.28
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC#
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.15 1.00 1.00 1.000 0.990 - - 1.00 1.00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 2578, V design = 2221 lbs; M(+) = 11923 lbs-ft
EIy = 2594.49 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are
from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
6
7
COMPANY
May 26, 2022 14:58
PROJECT
BM-R3.wwb
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load1 Dead Full UDL 30.0 plf
Load2 Snow Full UDL 50.0 plf
Self-weight Dead Full UDL 4.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
5.542'
5.5'0'
Unfactored:
Dead 94 94
Snow 139 139
Factored:
Total 233 233
Bearing:
Capacity
Beam 709 709
Support 1211 1211
Des ratio
Beam 0.33 0.33
Support 0.19 0.19
Load comb #2 #2
Length 0.50* 0.50*
Min req'd 0.50* 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
*Minimum bearing length setting used: 1/2" for end supports
Lumber-soft, Hem-Fir, No.2, 4x6 (3-1/2"x5-1/2")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 5.56'; Clear span: 5.438'; Volume = 0.7 cu.ft.
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 15 Fv' = 172 psi fv/Fv' = 0.09
Bending(+) fb = 216 Fb' = 1271 psi fb/Fb' = 0.17
Live Defl'n 0.02 = < L/999 0.28 = L/240 in 0.06
Total Defl'n 0.03 = < L/999 0.37 = L/180 in 0.09
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 231, V design = 191 lbs; M(+) = 318 lbs-ft
EIy = 63.08 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are
from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
8
COMPANY
May 26, 2022 15:08
PROJECT
BM-R4.wwb
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load1 Dead Full UDL 167.0 plf
Load2 Snow Full UDL 227.0 plf
Self-weight Dead Full UDL 8.1 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
10.626'
10.5'0'
Unfactored:
Dead 930 930
Snow 1206 1206
Factored:
Total 2136 2136
Bearing:
Capacity
Beam 2136 2136
Support 3649 3649
Des ratio
Beam 1.00 1.00
Support 0.59 0.59
Load comb #2 #2
Length 1.51 1.51
Min req'd 1.51 1.51
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.11 1.11
Fcp sup 625 625
Lumber-soft, Hem-Fir, No.2, 4x12 (3-1/2"x11-1/4")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Total length: 10.63'; Clear span: 10.375'; Volume = 2.9 cu.ft.
Lateral support: top = continuous, bottom = at supports;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 65 Fv' = 172 psi fv/Fv' = 0.38
Bending(+) fb = 901 Fb' = 1075 psi fb/Fb' = 0.84
Live Defl'n 0.11 = < L/999 0.52 = L/240 in 0.22
Total Defl'n 0.25 = L/507 0.70 = L/180 in 0.35
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 1.000 1.100 - 1.00 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 2111, V design = 1709 lbs; M(+) = 5542 lbs-ft
EIy = 539.86 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are
from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
9
10
COMPANY
June 10, 2022 08:53
PROJECT
RJ1.wwb
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load1 Dead Full Area No 8.00(24.0") psf
Load2 Snow Full Area Yes 25.00(24.0") psf
Self-weight Dead Full UDL No 1.7 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
10.957'
10.167'1.667'0'
Unfactored:
Dead 115 79
Snow 303 210
Factored:
Total 418 289
Bearing:
F'theta 451 451
Capacity
Joist 592 338
Support 586 586
Des ratio
Joist 0.71 0.85
Support 0.71 0.49
Load comb #2 #4
Length 0.50* 0.50*
Min req'd 0.36** 0.50*
Cb 1.75 1.00
Cb min 1.75 1.00
Cb support 1.25 1.25
Fcp sup 625 625
*Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports
**Minimum bearing length governed by the required width of the supporting member.
Lumber-soft, Hem-Fir, No.2, 2x6 (1-1/2"x5-1/2")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0" c/c; Total length: 11.13'; Clear span(horz): 8.438', 1.625'; Volume = 0.6 cu.ft.; Pitch: -4.75/12
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 46 Fv' = 172 psi fv/Fv' = 0.27
Bending(+) fb = 941 Fb' = 1461 psi fb/Fb' = 0.64
Bending(-) fb = 152 Fb' = 1130 psi fb/Fb' = 0.13
Deflection:
Interior Live 0.24 = L/457 0.46 = L/240 in 0.52
Total 0.33 = L/335 0.61 = L/180 in 0.54
Cantil. Live -0.14 = L/149 0.18 = L/120 in 0.80
Total -0.19 = L/111 0.24 = L/90 in 0.81
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 4
Fb'- 850 1.15 1.00 1.00 0.773 1.300 - 1.15 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #4 = D + S (pattern: sS)
Bending(-): LC #2 = D + S
Deflection: LC #4 = D + S (pattern: sS) (live)
LC #4 = D + S (pattern: sS) (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #4 = D + S (pattern: sS)
D=dead S=snow
All LC's are listed in the Analysis output
Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 283, V design = 255 lbs; M(+) = 593 lbs-ft; M(-) = 96 lbs-ft
EIy = 27.04 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Lateral stability(-): Lu = 9.13' Le = 14.56' RB = 20.7; Lu based on full span
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
5. SLOPED BEAMS: level bearing is required for all sloped beams.
11
COMPANY
May 26, 2022 15:56
PROJECT
RJ2.wwb
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Load1 Dead Full Area 7.00(24.0") psf
Load2 Dead Point 4.52 110 lbs
Load3 Snow Point 4.52 300 lbs
Self-weight Dead Full UDL 2.9 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
14.029'
13'0'
Unfactored:
Dead 190 156
Snow 196 104
Factored:
Total 386 260
Bearing:
F'theta 449 449
Capacity
Joist 386 337
Support 672 586
Des ratio
Joist 1.00 0.77
Support 0.58 0.44
Load comb #2 #2
Length 0.57 0.50*
Min req'd 0.57 0.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
*Minimum bearing length setting used: 1/2" for end supports
Lumber-soft, Hem-Fir, No.2, 2x10 (1-1/2"x9-1/4")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0" c/c; Total length: 14.31'; Clear span(horz): 12.938'; Volume = 1.4 cu.ft.; Pitch: -4.75/12
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 37 Fv' = 172 psi fv/Fv' = 0.22
Bending(+) fb = 871 Fb' = 1237 psi fb/Fb' = 0.70
Live Defl'n 0.19 = L/893 0.70 = L/240 in 0.27
Total Defl'n 0.36 = L/465 0.93 = L/180 in 0.39
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 850 1.15 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #2 = D + S
Deflection: LC #2 = D + S (live)
LC #2 = D + S (total)
Bearing : Support 1 – LC #2 = D + S
Support 2 – LC #2 = D + S
D=dead S=snow
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 359, V design = 346 lbs; M(+) = 1553 lbs-ft
EIy = 128.61 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.0 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. SLOPED BEAMS: level bearing is required for all sloped beams.
12
6 7 8 9 10 11 12 13 14 15 16
(2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906
PSILL 4,784 - - - - - - - - - -
(3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834
PSILL 6,910 6,910 -- - - - - - - -
(4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445
PSILL 8,505 8,505 8,505 - - - - - - - -
(2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038
PSILL 7,619 7,619 -- - - - - - - -
(3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057
PSILL 10,631 10,631 10,631 - - - - - - - -
(2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423
PSILL 7,518 - - - - - - - - - -
(3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634
PSILL 10,859 10,859 10,859 10,859 -- - - - - -
(4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891
PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - -
4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425
PSILL 8,328 8,328 8,328 - - - - - - - -
4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193
PSILL 10,277 10,277 10,277 - - - - - - - -
4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069
PSILL 13,112 13,112 13,112 - - - - - - - -
6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463
PSILL 13,087 13,087 13,087 13,087 13,087 13,087 -- - - -
6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156
PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - -
6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835
PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - -
Description By BTJ Date 06/10/22
Checked Date
Scale Sheet No.
Project Job No.Wilkie Residence
22145.10
HF Column & HF Sill Plate Capacity TABLE
IBC 2018, NDS 2018
Date modified 10-2-14
Wood Column Capacity Table
250 4th Ave. South
Suite 200
13
14