REVIEWED RESUB 2-BLD2022-1135+Structural_Calculations+8.24.2023_7.37.21_PM+3746842J Welch Engineering LLC
SIX STAR LLLP RESIDENCE
STRUCTURAL CALCULATIONS
SITE ADDRESS:
17727 76TH Ave. W.
Edmonds, WA. 98020
Architect
Lawrence Houston, Architect
10002 17th Ave. NE
Seattle, WA. 98117
Structural Engineer:
Josh T. Welch PE SE
J Welch Engineering LLC
P.O. Box 28427
Seattle, WA 98118
tel. 206-356-9553
7/23
P.O. BOX 28427
Seattle, Washington 98118-9998 3/26/2023
tel. 206 356 9553 Page of
Page 1 of 41
J Welch Engineering LLC
SECTION 1: GENERAL
> assemblies
P.O. BOX 28427
Seattle, Washington 98118-9998 3/26/2023
tel. 206 356 9553 Page of
Page 2 of 41
J Welch Engineering LLC
Assembly Weights & Applied Loading
Gravity
roof dead asphalt shingles
existing 1/2" plywood
2x6 @ 24"oc
insulation
2x6 @ 24"oc
5/8" gyp. wallboard
miscellaneous
total dead + live
roof dead asphalt shingles
new 1/2" plywood
2x12 @ 24"oc
R38 insulation
5/8" gyp. wallboard
miscellaneous
total dead + live
attic dead 3/4" hardwood
floor 3/4" plywood
2x8 @ 16"oc
5/8" gyp. wallboard
miscellaneous
total dead + live
floor dead 3/4" hardwood
existing 3/4" plywood
2x8 @ 16"oc
5/8" gyp. wallboard
miscellaneous
total dead + live
walls wood siding
exterior 1/2" plywood
2x6 @ 16"oc
R21 insulation
1/2" gyp. wallboard
walls 1/2" gyp. wallboard
interior 2x6 @ 16"oc
1/2" gyp. wallboard
2.5
1.5
1.1
1.4
1.1
2.8
1.6 13%
12.0 psf
37.0 psf
2.5
1.5
2.2
1.4
2.8
1.6 13%
12.0 psf
37.0 psf
3.0
2.3
2.2
2.8
1.7 14%
12.0 psf
42.0 psf
3.0
2.3
2.2
2.8
1.7 14%
12.0 psf
52.0 psf
2.3
1.5
1.7
0.8
2.2
8.5 psf
2.2
1.7
2.2
6.1 psf
live snow 25.0 psf
live snow 25.0 psf
live sleeping 30.0 psf
live residential 40.0 psf
P.O. BOX 28427
Seattle, Washington 98118-9998 3/28/2023
tel. 206 356 9553 Page of
Page 3 of 41
J Welch Engineering LLC
LATERAL & SOILS GENERAL CRITERIA
wind wind importance factor 1.0
basic wind speed 110 mph
topographical factor (Kzt) 1.00
seismic seismic importance factor
latitude
longitude
Ss
S1
SIDS
site class
response modification factor
Soils Presumptive
Frost depth
Allowable Bearing
Allowable Bearing with E or
1.0
47.693 °
-122.363 °
1.311 (from ATC Hazard by location)
0.464
1.0488
D
6.5 (plywood sw's)
18"
1500 psf
2000.0 psf
P.O. BOX 28427
Seattle, Washington 98118-9998 3/28/2023
tel. 206 356 9553 Page of
Page 4 of 41
J Welch Engineering LLC
SECTION 2: Gravity Design
> key plans & framing design
> column design
> misc. calculations
6/16/23 REVISION: SCOPE DECREASED. ADDITION REMOVED FROM
PROJECT & NO SIGNIFICANT CHANGES TO THE EXTERIOR WALLS.
P.O. BOX 28427
Seattle, Washington 98118-9998 3/26/2023
tel. 206 356 9553 Page of
Page 5 of 41
NO WORK AT THIS LEVEL SHOWN FOR REFERENCE ONLY.
® %t1 EXISTING ROOF FRAMING PLAN (ATTIC WALLS)
Page 6 of 41
NO
v
CD
B5 B6 B13 B14
®t MAIN FLOOR FRAMING PLAN BASEMENT WALLS
set .wR llr = r-r
Page 8 of 41
aFORTEWEB'
ATTIC FLOOR, EX. J1
1 piece(s) 2 x 8 DF No.1 @ 16" OC
PASSED
Gverall Length: Q 3'
12' 3"
f
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
472 @ 2 1/2"
2126 (3.50")
Passed (22%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
421 @ 10 3/4"
1501
Passed (28%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
1725 @ 6'
1738
Passed (99%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.254 @ 5' 10 1/4"
0.389
Passed (L/551)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.450 @ 5' 10 15/16"
0.583
Passed (L/311)
1.0 D + 0.75 L + 0.75 S (All Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - HF
3.50"
3.50"
1.50"
181
243
144
472
Blocking
2 - Stud wall - HF
5.50"
4.25"
1.50"
156
77
142
320
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
9" o/c
Bottom Edge (Lu)
12' 2" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 6'
16"
12.0
40.0
Default Load
2 - Uniform (PSF)
6' to 12' 3"
16"
6.0
-
ceiling
3 - Point (PLF)
6'
16"
103.0
215.0
roof
4 - Point (PLF)
6'
16"
40.0
wall
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 9 of 41Page 2 / 18
aFORTEWEB'
ATTIC FLOOR, EX. J2
1 piece(s) 2 x 8 DF No.1 @ 16" OC
PASSED
I
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
444 @ 10' 9 1/2"
2126 (3.50")
Passed (21%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
394 @ 10' 1 1/4"
1501
Passed (26%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
1489 @ 5' 7 3/16"
1738
Passed (86%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.173 @ 5' 8 13/16"
0.347
Passed (L/721)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.308 @ 5' 8 1/4"
0.521
Passed (L/405)
1.0 D + 0.75 L + 0.75 S (All Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - HF
5.50"
4.00"
1.50"
150
69
143
309
1 1/2" Rim Board
2 - Stud wall - HF
3.50"
3.50"
1.50"
172
219
144
444
Blocking
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 7" o/c
Bottom Edge (Lu)
10' 11" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
5' 7 3/16" to 11'
16"
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 5' 7 3/16"
16"
6.0
-
ceiling
3 - Point (PLF)
5' 7 3/16"
16"
103.0
215.0
roof
4 - Point (PLF)
5' 7 3/16"
16"
40.0
wall
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 10 of 41Page 3 / 18
aFORTEWEB'
ATTIC FLOOR, B1
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
423 @ 0
1823 (1.50")
Passed (23%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
203 @ 7"
1898
Passed (11%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
238 @ 1' 1 1/2"
1602
Passed (15%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.002 @ 1' 1 1/2"
0.075
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.004 @ 1' 1 1/2"
0.112
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
190
65
232
423
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
190
65
232
423
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
2' 3" o/c
Bottom Edge (Lu)
2' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 2' 3"
N/A
4.2
1 - Uniform (PLF)
0 to 2' 3"
N/A
117.0
57.8
106.5
Linked from: EX. J,
Support 2
2 - Uniform (PSF)
0 to 2' 3"
4'
12.0
-
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Veyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138-,
nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
Avw.weyerhaeuser.com/woodproducts/document-library.
'he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 11 of 41Page 4 / 18
aFORTEWEB'
ATTIC FLOOR, B2
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
950 @ 0
1823 (1.50")
Passed (52%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
487 @ 7"
1650
Passed (30%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
582 @ 1' 4 1/2"
1393
Passed (42%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.010 @ 1' 4 1/2"
0.092
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.016 @ 1' 4 1/2"
0.138
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
370
476
297
950
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
370
476
297
950
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
2' 9" o/c
Bottom Edge (Lu)
2' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 2' 9"
N/A
4.2
1 - Uniform (PLF)
0 to 2' 9"
N/A
135.8
182.3
108.0
Linked from: IX. 31,
Support 1
2 - Uniform (PLF)
0 to 2' 9"
N/A
129.0
164.3
108.0
Linked from: IX. J2,
Support 2
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 12 of 41Page 5 / 18
aFORTEWEB'
ATTIC FLOOR, B3
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1324 @ 2"
4253 (3.50")
Passed (31%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
718 @ 9"
1650
Passed (44%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
942 @ 1' 11"
1393
Passed (68%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.026 @ 1' 11"
0.117
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.043 @ 1' 11"
0.175
Passed (L/974)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF 3.50"
3.50"
F 1.50"
515
664
414
1324
None
2 - Trimmer - HF 3.50"
3.50"
1 1.50"
515
664
414
1324
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
3' 10" o/c
Bottom Edge (Lu)
3' 10" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Location
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 3' 10"
N/A
4.2
1 - Uniform (PLF)
0 to 3' 10"
N/A
135.8
182.3
108.0
Linked from: IX. 31,
Support 1
2 - Uniform (PLF)
0 to 3' 10"
N/A
129.0
164.3
108.0
Linked from: IX. J2,
Support 2
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 13 of 41Page 6 / 18
aFORTEWEB'
ATTIC FLOOR, EX. 131
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1382 @ 2"
4253 (3.50")
Passed (32%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
769 @ 9"
1650
Passed (47%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1034 @ 2'
1393
Passed (74%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.032 @ 2'
0.122
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.052 @ 2'
0.183
Passed (L/847)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF 3.50"
3.50"
F 1.50"
538
693
432
1382
None
2 - Trimmer - HF 3.50"
3.50"
1 1.50"
538
693
432
1382
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
4' o/c
Bottom Edge (Lu)
4' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Location
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4'
N/A
4.2
1 - Uniform (PLF)
0 to 4'
N/A
135.8
182.3
108.0
Linked from: IX. 31,
Support 1
2 - Uniform (PLF)
0 to 4'
N/A
129.0
164.3
108.0
Linked from: IX. 32,
Support 2
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 14 of 41Page 7 / 18
aFORTEWEB'
ATTIC FLOOR, 134
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
323 @ 0
1823 (1.50")
Passed (18%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
235 @ 7"
1898
Passed (12%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
344 @ 2' 1 1/2"
1602
Passed (21%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.014 @ 2' 1 1/2"
0.142
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.021 @ 2' 1 1/2"
0.213
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
111
212
323
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
111
212
323
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 3" o/c
Bottom Edge (Lu)
4' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 3"
N/A
4.2
--
1 - Uniform (PSF)
0 to 4' 3"
4'
12.0
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Veyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138-,
nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
A,vw.weyerhaeuser.com/woodproducts/document-library.
'he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 15 of 41Page 8 / 18
aFORTEWEB'
MAIN FLOOR, B5
2 piece(s) 2 x 6 HF No.2
PASSED
r
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1543 @ 4' 3"
1823 (1.50")
Passed (85%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
1000 @ 7"
1650
Passed (61%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1418 @ 2' 5"
1393
Passed (102%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.050 @ 2' 1 13/16"
0.142
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl.(in)
0.093 @ 2' 1 13/16"
0.213
Passed (L/548)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
662
626
375
1412
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
720
647
451
1543
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6" o/c
Bottom Edge (Lu)
4' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 3"
N/A
4.2
1 - Uniform (PSF)
0 to 4' 3"
6' 1 1/2"
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 4' 3"
9'
10.0
-
WALL
3 - Point (lb)
6"
N/A
190
65
232
Linked from: B1,
Support 1
4 - Point (lb)
2' 6"
N/A
190
65
232
Linked from: B1,
Support 2
5 - Uniform (PLF)
2' 6" to 4' 3"
N/A
117.0
57.8
106.5
Linked from: EX. J1,
Support 2
6 - Uniform (PSF)
2' 6" to 4' 3"
4'
12.0
-
25.0
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 16 of 41Page 9 / 18
aFORTEWEB'
MAIN FLOOR, B6
2 piece(s) 2 x 8 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1611 @ 0
1823 (1.50")
Passed (88%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
968 @ 8 3/4"
2175
Passed (45%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1612 @ 2' 3"
2234
Passed (72%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.028 @ 2' 3"
0.150
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.053 @ 2' 3"
0.225
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
752
681
465
1611
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
752
681
465
1611
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 6" o/c
Bottom Edge (Lu)
4' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 6"
N/A
5.5
1 - Uniform (PSF)
0 to 4' 6"
6' 1 1/2"
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 4' 6"
9'
10.0
-
-
WALL
3 - Uniform (PLF)
0 to 4' 6"
N/A
117.0
57.8
106.5
Linked from: Ex. 31,
Support 2
4 - Uniform (PSF)
0 to 4' 6"
4'
12.0
25.0
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 17 of 4"age 10 / 18
aFORTEWEB'
MAIN FLOOR, B7
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1161 @ 0
1823 (1.50")
Passed (64%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
662 @ 7"
1650
Passed (40%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
839 @ 1' 7 1/2"
1393
Passed (60%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.018 @ 1' 7 1/2"
0.108
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.033 @ 1' 7 1/2"
0.162
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
541
492
336
1161
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
541
492
336
1161
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 3" o/c
Bottom Edge (Lu)
T 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 3' 3"
N/A
4.2
1 - Uniform (PSF)
0 to 3' 3"
6' 1 1/2"
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 3' 3"
9'
10.0
-
-
WALL
3 - Uniform (PLF)
0 to 3' 3"
N/A
117.0
57.8
106.5
Linked from: Ex. 31,
Support 2
4 - Uniform (PSF)
0 to 3' 3"
4'
12.0
25.0
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 18 of 4"age 11 / 18
aFORTEWEB'
MAIN FLOOR, B8
2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL
PASSED
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
2458 @ 0
3806 (1.50")
Passed (65%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1907 @ 8 3/4"
4821
Passed (40%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
3995 @ 3' 3"
7115
Passed (56%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.097 @ 3' 3"
0.217
Passed (L/807)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.155 @ 3' 3"
0.313
Passed (L/504)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (5/16").
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
923
1535
351
2458
None
2 - Trimmer - H F
1.50"
1.50"
1.50"
923
1535
351
2458
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
66" o/c
Bottom Edge (Lu)
6' 6" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 6"
N/A
7.4
--
--
1 - Uniform (PSF)
0 to 6' 6"
73"
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 6' 6"
9'
6.0
-
-
WALL
3 - Uniform (PLF)
0 to 6' 6"
N/A
135.8
182.3
108.0
Linked from: IX. Jl,
Support 1
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Veyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138-,
nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
Avw.weyerhaeuser.com/woodproducts/document-library.
'he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 19 of 4"age 12 / 18
aFORTEWEB'
MAIN FLOOR, B9
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1743 @ 0
1823 (1.50")
Passed (96%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1003 @ 7"
1650
Passed (61%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1198 @ 1' 4 1/2"
1393
Passed (86%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.019 @ 1' 4 1/2"
0.092
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.030 @ 1' 4 1/2"
0.138
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
634
1109
297
1743
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
634
1109
297
1743
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
2' 9" o/c
Bottom Edge (Lu)
2' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 2' 9"
N/A
4.2
1 - Uniform (PSF)
0 to 2' 9"
11' 6"
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 2' 9"
9'
6.0
-
-
WALL
3 - Uniform (PLF)
0 to 2' 9"
N/A
135.8
182.3
108.0
Linked from: IX. Jl,
Support 1
4 - Uniform (PLF)
0 to 2' 9"
N/A
129.0
164.3
108.0
Linked from: IX. J2,
Support 2
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Veyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138-,
nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
jww.weyerhaeuser.com/woodproducts/document-library.
he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 20 of 4"age 13 / 18
aFORTEWEB'
MAIN FLOOR, B10
2 piece(s) 2 x 6 HF No.2
PASSED
Fir
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1995 @ 1 1/2"
3645 (3.00")
Passed (55%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
827 @ 2' 6 1/2"
1650
Passed (50%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
867 @ 1' 9"
1393
Passed (62%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.018 @ 1' 8 1/8"
0.100
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.027 @ 1' 8 3/16"
0.150
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF 3.00"
3.00"
1.64"
725
1270
326
1995
None
2 - Trimmer - HF 3.00"
3.00"
1.51"
653
1177
268
1830
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
T 3" o/c
Bottom Edge (Lu)
T 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 3' 3"
N/A
4.2
1 - Uniform (PSF)
0 to 3' 3"
11' 6"
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 3' 3"
9'
6.0
-
WALL
3 - Point (lb)
2"
N/A
370
476
297
Linked from: B2,
Support 1
4 - Point (lb)
2' 10"
N/A
370
476
297
Linked from: B2,
Support 2
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 21 of 4"age 14 / 18
aFORTEWEB'
MAIN FLOOR, 1311
2 piece(s) 2 x 6 HF No.2
PASSED
A79
1
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1280 @ 1 1/2"
1823 (1.50")
Passed (70%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
928 @ 8 1/2"
1650
Passed (56%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1360 @ 2' 3"
1393
Passed (98%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.062 @ 2' 3"
0.106
Passed (L/817)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.082 @ 2' 3"
0.213
Passed (L/624)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Factored
1 - Stud wall - HF 3.00"
1.50"
1.50"
319
1035
1354
1 1/2" Rim Board
2 - Stud wall - HF 3.00"
3.00"
1.50"
320
1035
1355
Blocking
• Kim noara is assumea to carry all ioaas appuea airecny above it, Dypassing the memoer Deing aesigneo.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 5" o/c
Bottom Edge (Lu)
4' 5" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
1 1/2" to 4' 6"
N/A
4.2
--
1 - Uniform (PSF)
0 to 4' 6" (Front)
11' 6"
12.0
40.0
Default Load
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 22 of 4"age 15 / 18
aFORTEWEB'
MAIN FLOOR, B12
2 piece(s) 2 x 8 HF No.2
PASSED
pr
f
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1574 @ 2"
4253 (3.50")
Passed (37%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
1522 @ 10 3/4"
2175
Passed (70%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1963 @ T 9 13/16"
2234
Passed (88%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.296 @ 5' 8 5/8"
0.298
Passed (L/483)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.406 @ 5' 8 7/8"
0.596
Passed (L/352)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports FE
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Factored
1 - Stud wall - HF 3.50"
3.50"
1.50"
395
1179
1574
Blocking
2 - Stud wall - HF 3.50"
3.50"
1.50"
138
346
485
Blocking
• 151ocKing Panels are assumea to carry no ioaas appuea airectiy aoove mem ana me tuu ioaa is appuea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
10' 4" o/c
Bottom Edge (Lu)
12' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Vertical Loads '
Location (Side)
Tributary Width
(0.90)
(1.00)
Comments
0 - Self Weight (PLF)
0 to 12' 3"
N/A
5.5
1 - Uniform (PSF)
0 to 12' 3" (Front)
1'
12.0
40.0
Default Load
2 - Point (lb)
1' 4" (Front)
N/A
319
1035
Linked from: B11,
Support 1
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 23 of ¢lage 16 / 18
aFORTEWEB'
MAIN FLOOR, B13
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
991 @ 0
1823 (1.50")
Passed (54%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
750 @ 7"
1650
Passed (45%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
843 @ 1' 2 3/4"
1393
Passed (61%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.018 @ 1' 7 1/4"
0.108
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
1 0.029 @ 1' 7 1/4"
0.162
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
364
627
991
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
319
515
834
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 3" o/c
Bottom Edge (Lu)
T 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 3' 3"
N/A
4.2
1 - Uniform (PSF)
0 to 3' 3"
6' 1 1/2"
12.0
40.0
Default Load
2 - Uniform (PSF)
0 to 3' 3"
9'
10.0
-
WALL
3 - Point (Ib)
1' 1 3/16"
N/A
138
346
Linked from: B12,
Support 2
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Veyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-138-,
nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
mw.weyerhaeuser.com/woodproducts/document-library.
'he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 24 of 4"age 17 / 18
aFORTEWEB'
MAIN FLOOR, B14
2 piece(s) 2 x 6 HF No.2
PASSED
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
C
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1380 @ 0
1823 (1.50")
Passed (76%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
950 @ 7"
1650
Passed (58%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1040 @ 1' 4 3/8"
1393
Passed (75%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.022 @ 1' 7 5/16"
0.108
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.039 @ 1' 7 5/16"
0.162
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NOS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
594
708
340
1380
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
514
591
344
1215
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 3" o/c
Bottom Edge (Lu)
T 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 3' 3"
N/A
4.2
1 - Uniform (PSF)
0 to 1'
5' 6"
12.0
40.0
FLOOR
2 - Uniform (PSF)
0 to 3' 3"
9'
10.0
-
WALL
3 - Point (lb)
1'
N/A
138
346
Linked from: B12,
Support 2
4 - Uniform (PSF)
1' to T 3"
76"
12.0
40.0
FLOOR
5 - Uniform (PLF)
0 to 1'
N/A
117.0
57.8
106.5
Linked from: EX. J1,
Support 2
6 - Uniform (PSF)
1' to 3' 3"
8' 6"
12.0
-
25.0
ROOF
7 - Uniform (PSF)
0 to 1'
4'
12.0
25.0
ROOF
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
6/16/2023 9:19:52 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser
File Name: six star Illp
Page 25 of 4"age 18 / 18
J Welch Engineering LLC
WOOD COLUMN & BEARING WALL DESIGN -AXIAL + BENDING
This worksheet to be used to design columns under axial loading per NDS sections 3.6 & 3.7.
Material properties shown are per general structural notes and NDS
Pmax: design axial load
I: height
b: braced length
d: un-braced length
P-L : Allowble 1 to grain capacity
Pn: Allowble 11 to grain capacity
lateral wind C&C loads have been
reduced for ASD load combinations
minimum lateral load = 5psf for interior
walls
Loads
lateral
MARK
DL
LL
SL
E„en.
W„en.
Pmax
load
(Ibs)
(Ibs)
(Ibs)
(Ibs)
(Ibs)
(k)
plf
C1
1076
1386
864
0
0
2.8
0.0
C2
1472
1328
916
0
0
3.2
0.0
C3
923
1535
351
0
0
2.5
0.0
C4
1359
2379
623
0
0
3.7
0.0
C5
1471
2565
864
0
0
4.0
0.0
C6
877
1800
387
0
0
2.7
0.0
C7
913
1223
340
0
0
2.1
0.0
Maf.d.le I ief
Type
Sec.
size
Emmxlo^6
psi
Fc
s
Fb
psi
1
HF#2
2"-4"
0.47
1300
820
2
HF#1
Sx5 s
0.47
850
975
3
DF#1
2"-4"
0.62
1500
1000
4
DF#1
Sx5 s
0.58
925
1350
5
HF#3
2"-4"
0.44
800
500
iiiiF--SL
1.03
2900
2900
Fc-L
(psi)
405
405
625
625
405
2900 perp.
M
fc
fb
Comb.
Dimensions
Le/d
Material Properties
Type Eminxlo% Fc Fb c Kf Cd
C FcE F*c
Fc
Cp
Axial
'"
Plate
Crushing
Fc1
P1
I
b
d
kft
psi
psi
3.9-3
(ft.)
(in.)
(in.)
#
(psi)
(psi) (psi)
other
(psi) (psi)
(psi)
(k)
(psi)
(k)0.0
263
0
0.32
ok
8.0
3.00
3.5
27.4 ok
1
0.47
1300 820 0.80 1
1
1
514 1300
462
0.36
4.86
405
4.25
OK0.0
300
0
0.42
ok
8.0
3.00
3.5
27.4 ok
1
0.47
1300 820 0.80 1
1
1
514 1300
462
0.36
4.86
625
6.56
OK0.0
234
0
0.05
ok
4.0
3.00
3.5
13.7 ok
1
0.47
1300 820 0.80 1
1
1
### 1300
1068
0.82
11.22
625
6.56
OK0.0
r(2)2x4
356
0
0.59
ok
8.0
3.00
3.5
27.4 ok
1
0.47
1300 820 0.80 1
1
1
514 1300
462
0.36
4.86
625
6.56
OK0.0
385
0
0.69
ok
8.0
3,00
1
27.4 ok
1
0.47
1300 820 0.80 1
1
1
514 1300
462
0.36
4.86
625
6.56
OK0.0
255
0
0.30
ok
8.0
3.00
3.5
27.4 ok
1
0.47
1300 820 0.80 1
1
1
514 1300
462
0.36
486
625
656
OK0.0
203
0
0.19
ok
8.0
3.00
3.5
27.4 ok
0.47
1300 820 0.80 1
1
1
514 1300
462
0.36
4.86
625
6.56
OK
P.O. BOX 28427
Seattle, Washington 98118-9998
tel. 206 356 9553
6/15/2023
Paged
of
Page 26 of 41
J Welch Engineering LLC
SECTION 3: LATERAL
> diaphragm & shearwall capacities
> horizontal force distribution & key plans
> shearwall design
> seismic & wind worksheets
> beams supporting SW overturning
> misc. calculations
6/16/23 REVISION: SCOPE DECREASED. ADDITION REMOVED FROM
PROJECT & NO SIGNIFICANT CHANGES TO THE EXISTING MAIN
LATERAL FORCE RESISTING SYSTEM.
8/17/23 CORRECTIONS: BASEMENT CRIPPLE WALLS DESIGNED AS
NEW SHEARWALLS DUE TO UNPERMITTED CONSTRUCTION IN
BASEMENT. SIMILAR TO MINIMUM REINFORCEMENT OF CRIPPLE
WALLS FOR SUBSTANTIAL ALTERATIONS.
P.O. BOX 28427
Seattle, Washington 98118-9998 3/26/2023
tel. 206 356 9553 Page of
Page 27 of 41
ASCE
AMERICAN SOCIM OF CIVIL ENGINEERS
Address:
17727 76th Ave W
Edmonds, Washington
98026
Wind
ASCE 7 Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.837892
Risk Category: II Longitude:-122.335367
Soil Class: D - Default (see Elevation: 257.6586287634486 ft
Section 11.4.3) (NAVD 88)
Results:
Wind Speed 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Mar 27 2023
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtoo1.onIine/
Page 1 of 3
Mon Mar 27 2023
Page 28 of 41
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss
1.311
Sp,
N/A
S,
0.464
T L
6
Fa
1.2
PGA:
0.562
Fv
N/A
PGA M :
0.674
S Ms
1.573
F PGA
1.2
SM1
N/A
le
1
SIDS
1.049
Cv
1.362
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Mar 27 2023
Date Source:
USGS Seismic Design
Maps
hftps:Hasce7hazardtool.online/ Page 2 of 3 Mon Mar 27 2023
Page 29 of 41
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
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provided by the ASCE 7 Hazard Tool.
https:Hasce7hazardtool.online/ Page 3 of 3 Mon Mar 27 2023
Page 30 of 41
J Welch Engineering LLC
SEISMIC DESIGN EXISTING CONDITION
& NEW CONDITION
ASCE 7-16
Equivalent Lateral Force Procedure
Occupancy Category
II
Table 1-1
Seismic Design Category
D
Table 11.6-1
Importance Factor
1.00
Table 11.5-1
Site Class
D
Table 20.3-1
Ss
131.10 %g
(from USGS Seismic Hazard Curves, 2008 data)
St
46.40 %g
(from USGS Seismic Hazard Curves, 2008 data)
Fa
1.20
Table 11.4-1
Fv
1.84
Table 11.4-2
Ct
0.02
Table 12.8-2
x
0.75
Table 12.8-2
hn
21.50 feet
(height to highest level)
SMs = Fa*Ss
1.5732
Eq. 11.4-1
SMt = Fv*S1
0.8538
Eq. 11.4-2
Sys = (2/3)*SMs
1.0488 g
Eq. 11.4-3
SD1 = (2/3)*SM1
0.5692 g
Eq. 11.4-4
Period Ta = Ct*hn^x
0.1997 s
Eq. 12.8-7
To
0.1085 s
per section 11.4.6
Ts
0.5427 s
per section 11.4.6
Sa
1.0488 g
per section 11.4.6
R
6.5
Table 12.2-1
no
2.5
Table 12.2-1
Cd
4
Table 12.2-1
Analysis type okay
Yes
Table 12.6-1
Equivalent Lateral Force Procedure
(section 12.8)
Cs
0.1614
Eq.12.8-2
W, weight
50,948 lb
per table below
V
8,221 lb
Eq.12.8-1
Vertical Force Distribution (section 12.8.3)
k = 1.00
Wall
Wall
Total
(LRFD)
Level
Hx
Area
Wt.
Wt.
allow
Wt.
Wt.
WxHx
Cvx
V
(ft)
(ft2)
(psf)
(k)
(psf)
(k)
(k)
(k-ft)
(%)
(k)
roof
21.50
1227
12
14.7
5
6.1
20.9
448.5
58.8
4.83
attic floor
17.40
371
12
4.5
5
1.9
6.3
109.7
14.4
1.18
main floor
8.60
1081
12
13.0
10
10.8
23.8
204.5
26.8
2.20
50.9
762.7
100.0
8.2
P.O. Box 28427
Seattle, Washington 98118-9998 3/27/2023
tel. 206 356 9553 Page of
Page 31 of 41
J Welch Engineering LLC
WIND DESIGN
ASCE 7-16
Part 2: Enclosed Simple Diaphragm Low Rise Building
ps = Kzt I ps30
Part of Figure 28.5-1 - Adjustment Factor
for Building Height and Exposure,
Mean Roof Height
Exposure
(ft)
B
C
D
15
1.00
1.21
1.47
16
1.00
1.23
1.49
17
1.00
1.24
1.50
18
1.00
1.26
1.52
19
1.00
1.27
1.53
20
1.00
1.29
1.55
21
1.00
1.30
1.56
22
1.00
1.31
1.57
23
1.00
1.32
1.58
24
1.00
1.33
1.59
25
1.00
1.35
1.61
26
1.00
1.36
1.62
27
1.00
1.37
1.63
28
1.00
1.38
1.64
29
1.00
1.39
1 1.65
30
1.00
1.40
1 1.66
Part of Figure 28.6-1 - Simplified
Design Wind Pressure. onet30
= adjustment factor =
1.00
I = importance factor =
1.00
Kzt = topographic factor =
1.00
Zone
Computation
a = 10% of least horizontal dimension or
0.4 x h, whichever is smaller, but not less
than either 4% of least horizontal dimen-
sion or 3 feet.
w =
15.30 ft x 0.1 = 1.53 ft
h =
26.60 ft x 0.4 = 10.64 ft
w =
15.30 ft x 0.04 = 0.61 ft
a =
3.00 ft
2a =
6.00 ft
Zone B - end zone of roof
Zone A - end zone of wall
Zone D - interior zone of roof
Zone C - interior zone of wall
Basic
Speed
Roof
Angle
Roof
Pitch
Horizontal Pressures (psf)
Vertical Pressures (psf)
Overhangs (psf)
A
B
C
D
E
F
G
H
EOH
GOH
0 to 5
flat
19.2
-10.0
12.7
-5.9
-23.1
-13.1
-16.0
-10.1
-32.3
-25.3
10
2
21.6
-9.0
14.4
-5.2
-23.1
-14.1
-16.0
-10.8
-32.3
-25.3
110
15
3
24.1
-8.0
16.0
-4.6
-23.1
-15.1
-16.0
-11.5
-32.3
-25.3
20
4
1 26.6
-7.0
17.7
-3.9
-23.1
-16.0
-16.0
-12.2
-32.3
-25.3
25
6
24.1
3.9
17.4
4.0
-10.7
-14.6
-7.7
-11.7
-19.9
-17
30 to 45
7 to 12
21.6
14.8
17.2
11.8
8.3
-13.1
7.2
-11.3
-7.6
-8.7
Design Wind Pressure. ns
Basic
Speed
Roof
Angle
Roof
Pitch
Horizontal Pressures (psf)
Vertical Pressures (psf)
Overhangs (psf)
A
B
C
D
E
F
G
H
EOH
GOH
0 to 5
flat
19.2
-10.0
12.7
-5.9
-23.1
-13.1
-16.0
-10.1
-32.3
-25.3
10
2
21.6
-9.0
14.4
-5.2
-23.1
-14.1
-16.0
-10.8
-32.3
-25.3
110
15
3
24.1
-8.0
16.0
-4.6
-23.1
-15.1
-16.0
-11.5
-32.3
-25.3
20
4
1 26.6
-7.0
17.7
-3.9
-23.1
-16.0
-16.0
-12.2
-32.3
-25.3
25
6
24.1
3.9
17.4
4.0
-10.7
-14.6
-7.7
-11.7
-19.9
-17.0
30 to 45
7 to 12
21.6
14.8
17.2
11.8
8.3
-13.1
7.2
-11.3
-7.6
-8.7
P.O. Box 28427
Seattle, Washington 98118-9998 3/27/2023
tel. 206 356 9553 Page of
Page 32 of 41
13i(-k
DFILL FRAMIC FM
MB
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nN(.L, J rj,,, �r i e to e t T7 c
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V .
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Page 33 of 41
Lo o 8k T�-(S S/-fL'-AIt L-AL �) T/L�f/q (uo q w
V' ✓'c A- sT-TG0 C0 STA-r-T ioti �S
AI 7 J ✓ C--�✓-/tCcti ,---t n,csA^-a.
Ws/,j v
42, ca�S_.'
S 8 Zit i
911
DELL /S SM
PER B/S&O
L 11417 3i5
Page 34 of 41
J Welch Engineering LLC
Lateral Force Distribution & Plvwood Shearwall Desi
Wall DL (psf) = 10 SWx = Shearwall per 81S3.2 Notes: Wind and Seismic Loads input as LRFD then converted to ASD for v & O.T.
floor DL (psf) = 10 Px = Point Load From Header (DL) Basic Load Combinations Per ASCE 7.16 (Basic Combinations for ASD)
Roof DL (psf) = 12 E = Earthquake Base Shear Comparison Shown Below Shearwall Groups
SIDS = 1.04 W = Wind * In lieu of reducing SW capacity, v(max) will be divided by 2w1I for SW sizing
SEISMIC
attic flr.
UNFACTORED
SW
MARK
L
(ft)
h
(ft)
V/ L
(klf)
Aspect
Ratio
p
v max
ASD(klf)
SW
O.T.
above
O.T. DL Trib.
MAX.(k) wall
Length(ft)
floor roof
DL max
(k)
Fieft
(k)
Fright
(k)
I L
(k)
I R
(k)
Holdown
LIR
CLL
<=
Cl
(k)
C2
(k)
MIN.
POST
LIR
GRID
V Vebexe
Vtetel(K)
1
0.75
0.00
0.75
1
4.0
8.0
0.1
2.00
1.0
0.065
EX.
0.0
0.52
8
0
4
0.25
0.0
0.0
0.41
0.41
EX
EX
0.00
1.54
1.54
EX.
EX.
2
4.0
8.0
0.1
2.00
1.0
0.065
EX.
0.0
0.52
8
0
4
0.25
0.0
0.0
0.41
0.41
EX
EX
0.00
1.54
1.54
EX.
EX.
2
1.33
0.00
1.33
1
1
3.3
8.0
0.2
2.46
1.0
0.176
EX.
0.0
1.14
8
0
8
0.29
0.0
0.0
1.01
1.01
EX
EX
0.00
2.17
2.17
EX.
EX.
2
3.3
8.0
0.2
2.46
1.0
0.176
EX.
0.0
1.14
8
0
8
0.29
0.0
0.0
1.01
1.01
EX
EX
0.00
2.17
2.17
EX.
EX.
3
2.26
0.00
I 2.26
1
4.5
8.0
0.3
1.78
1.0
0.176
EX.
0.0
1.41
8
0
9
0.41
0.0
0.0
1.22
1.22
EX
EX
0.00
2.43
2.43
EX.
EX.
2
4.5
8.0
0.3
1.78
1.0
0.176
EX.
0.0
1.41
8
0
9
0.41
0.0
0.0
1.22
1.22
EX
EX
0.00
2.43
2.43
EX.
EX.
4
1.68
0.00
1.68
A
6.0
8.0
0.1
1.33
1.0
0.043
EX
0.0
0.34
8
0
7
0.49
0.0
0.0
0.12
0.12
EX
EX
0.00
1.37
1.37
EX.
EX.
B
10.8
8.0
0.1
0.74
1.0
0.043
EX
0.0
0.34
8
0
7
0.88
0.0
0.0
-0.06
-0.06
EX
EX
0.00
1.37
1.37
EX.
EX.
C
4.6
8.0
0.1
1.74
1.0
0.043
EX
0.0
0.34
8
0
9
0.42
0.0
0.0
0.15
0.15
EX
EX
0.00
1.37
1.37
EX.
EX.
D
6.0
8.0
0.1
1.33
1.0
0.043
EX
0.0
0.34
8
0
9
0.55
0.0
0.0
0.09
0.09
EX
EX
0.00
1.37
1.37
EX.
EX.
TOTAL
6.01
0.00
6.01
A
2.17
0.00
2.17
1
6.9
8.0
0.1
1.16
1.0
0.061
EX.
0.0
0.49
8
0
2
0.36
0.0
0.0
0.33
0.33
EX
EX
0.00
1.51
1.51
EX.
EX.
J2
12.1
8.0
0.1
0.66
1.0
0.061
EX.
0.0
0.49
8
0
2
0.63
0.0
0.0
0.20
0.20
EX
EX
0.00
1.51
1.51
EX.
EX.
3
5.8
8.0
0.1
1.38
1.0
0.061
EX.
0.0
0.49
8
0
2
0.30
0.0
0.0
0.35
0.35
EX
EX
0.00
1.51
1.51
EX.
EX.
D
2.88
0.00
2.88
1
3.4
8.0
0.3
2.35
1.0
0.279
EX.
0.0
1.90
8
0
2
0.18
0.0
0.0
1.82
1.82
EX
EX
0.00
2.91
2.91
EX.
EX.
2
5.1
8.0
0.3
1.57
1.0
0.237
SW1
0.0
1.90
8
0
2
0.27
0.0
0.0
1.78
1.78
CS14
CS14
0.00
2.91
2.91
(2)2x4 (2)2x4
E
0.96
0.00
0.96
3.0
8.0
0.1
2.67
1.0
0.073
EX.
0.0
0.44
8
0
2
0.16
0.0
0.0
0.37
0.37
EX
EX
0.00
1.45
1.45
EX.
EX.
9.3
8.0
0.1
0.86
1.0
0.055
EX.
0.0
0.44
8
0
2
0.48
0.0
0.0
0.22
0.22
EX
EX
0.00
1.45
1.45
EX.
EX.
TOTAL
6.01
0.00
6.01
ASD LOADS (0.7 E & 0.6 W) USED FOR ANALYSIS
main flr.
V
UNFACTORED
Vabwe
Vtotal(K)
SW
MARK
L
(ft)
h
(ft)
VIEL
(klf)
Aspect
Ratio
p
v(maxr
ASD(klf)
SW
O.T.
above
O.T. DL Trib.
MAX.(k) wall
Length(ft)
floor roof
DL max
(k)
Pleft
(k)
Pb9ht
(k)
TL
(k)
TR
(k)
Holdown
LIR
CLL (k)
<=
Cl
(k)
C2 MIN. POST
(k) LIR
GRID
1
0.22
0.75
0.96
A
7.0
3.9
0.1
0.56
1.0
0.052
SW1
0.5
0.73
12
1
4
0.60
0.0
0.3
0.45
0.33
-MSTAM24-
0.00
1.75
1.79 (2)2x4 (2)2x4
B
3.0
3.9
0.1
1.30
1.0
0.052
SW1
0.5
0.73
12
3
3
0.27
0.3
0.1
0.48
0.56
-MSTAM24-
0.00
1.79
1.77 (2)2x4 (2)2x4
C
3.0
3.9
0.1
1.30
1.0
0.052
SW1
0.0
0.20
4
3
3
0.15
0.1
0.3
0.09
0.00
-MSTAM24-
0.00
1.23
1.26 (2)2x4 (2)2x4
2
0.52
1.33
1.85
A
8.0
3.9
0.2
0.49
1.0
0.162
SW1
1.1
1.77
12
0
8
0.87
1.2
0.0
0.82
1.38
-MSTAM36-
0.00
2.98
2.81 (2)2x4 (2)2x4
3
0.88
2.26
3.14
A
2.0
3.9
0.8
1.95
1.0
0.550
SW3
1.4
3.55
12
8
9
0.30
0.0
0.0
3.41
3.41
-MSTCM40-
0.00
4.59
4.59 (2)2x4 (2)2x4
B
2.0
3.9
0.8
1.95
1.0
0.550
SW3
1.4
3.55
12
8
9
0.30
0.0
0.0
3.41
3.41
-MSTCM40-
0.00
4.59
4.59 (2)2x4 (2)2x4
4
0.58
1.68
2.26
A
10.0
3.0
0.1
0.30
1.0
0.079
SW1
0.3
0.58
11
6
7
1.27
0.8
0.5
-0.34
-0.24
NONE NONE
0.00
1.73
1.70 (2)2x4 (2)2x4
B
10.0
3.0
0.1
0.30
1.0
0.079
SW1
0.3
0.58
11
8
9
1.45
0.5
0.0
-0.31
-0.08
NONE NONE
0.00
1.70
1.62 (2)2x4 (2)2x4
TOTAL
2.20
6.01
8.21
A
2.17
2.17 I
4.35
1
7.0
8.0
0.2
1.14
1.0
0.152
SW7
0.5
1.71
16
1
2
0.67
0.0
0.0
1.41
1.41
HDU2 HDU2
0.00
2.74
2.74 (2)2x4 (2)2x4
2
8.5
8.0
0.2
0.94
1.0
0.152
SW7
0.5
1.71
16
1
2
0.81
0.0
0.0
1.34
1.34
HDU2 HDU2
0.00
2.74
2.74 (2)2x4 (2)2x4
3
4.5
8.0
0.2
1.78
1.0
0.152
SW7
0.5
1.71
16
1
2
0.43
0.0
0.0
1.51
1.51
HDU2 HDU2
0.00
2.74
2.74 (2)2x4 (2)2x4
B
0.69
0.00
0.69
1
5.7
3.9
0.1
0.68
1.0
0.084
SW1
0.0
0.33
4
1
0
0.15
0.0
0.0
0.26
0.26
-MSTAM24-
0.00
1.34
1.34 (2)2x4 (2)2x4
C
0.20
0.00
0.20
1
7.0
8.0
0.0
1.14
1.0
0.020
SW1
0.0
0.16
8
1
0
0.33
0.0
0.0
0.01
0.01
HDU2 HDU2
0.00
1.17
1.17 (2)2x4 (2)2x4
D
0.42
0.96
1.38
1
7.9
2.4
0.2
0.30
1.0
0.122
SW7
0.4
0.73
2
1
0
0.15
0.0
0.0
0.66
0.66
-MSTAM24-
0.00
1.73
1.73 (2)2x4 (2)2x4
E
0.32
0.96
1.28
1 j
14.3
2.4
0.1
0.17
1.0
0.063
SW7
0.4
0.59
10
1
2
1.01
0.0
0.0
0.13
0.13
-MSTAM24-
0.00
1.61
1.61 (2)2x4 (2)2x4
TOTAL
3.79
4.09
7.88
8/17/23 CORRECTIONS: BASEMENT CRIPPLE WALLS DESIGNED AS NEW
SHEARWALLS DUE TO UNPERMITTED CONSTRUCTION. SIMILAR TO MINIMUM
CRIPPLE WALL REINFORCEMENT FOR SUBSTANTIAL ALTERATIONS.
P.O. Box 28427
Seattle, Washington 98118-9998 8/17/2023
tel. 206 356 9553 Page _ of
Page 35 of 41
J Welch Engineering LLC
Lateral Force Distribution & Plvwood Shearwall Desi
Wall DL (psf) = 10 SWx = Shearwall per 8/S3.2 Notes: Wind and Seismic Loads input as LRFD then converted to ASD for v & O.T.
floor DL (psf) = 10 Px = Point Load From Header (DL) Basic Load Combinations Per ASCE 7.16 (Basic Combinations for ASD)
Roof DL (psf) = 12 E = Earthquake Base Shear Comparison Shown Below Shearwall Groups
Sea = 1.04 W = Wind * In lieu of reducing SW capacity, v(max) will be divided by 2w/I for SW sizing
WIND
attic fir.
W
UNFACTORED
SW
MARK
L
(ft)
h
(ft)
V/L
(klf)
Aspect
Ratio
p
v max
ASD(kif)
SW
O.T.
above
O.T. DL Trib.
MAX.(k) wall
Length(ft)
floor roof
DL max
(k)
left
(k)
right
(k)
L
(k)
R
(k)
Holdown
LIR
LL
<=
C1
(k)
C2 MIN. POST
(k) LIR
GRID
V Vebexe
Vtotel(K)
1
0.57
0.00
0.57
1
4.0
8.0
0.1
2.00
1.0
0.043
EX.
0.0
0.34
8
0
4
0.25
0.0
0.0
0.19
0.19
EX EX
0.00
0.47
0.47 EX. EX.
2
4.0
8.0
0.1
2.00
1.0
0.043
EX.
0.0
0.34
8
0
4
0.25
0.0
0.0
0.19
0.19
EX EX
0.00
0.47
0.47 EX. EX.
2
1.12
0.00
I 1.12
1
3.3
8.0
0.2
2.46
1.0
0.103
EX.
0.0
0.83
8
0
8
0.29
0.0
0.0
0.65
0.65
EX EX
0.00
1.01
1.01 EX. EX.
2
3.3
8.0
0.2
2.46
1.0
0.103
EX.
0.0
0.83
8
0
8
0.29
0.0
0.0
0.65
0.65
EX EX
0.00
1.01
1.01 EX. EX.
3
2.03
0.00
I 2.03
1
4.5
8.0
0.2
1.78
1.0
0.135
EX.
0.0
1.08
8
0
9
0.41
0.0
0.0
0.83
0.83
EX EX
0.00
1.26
1.26 EX. EX.
2
4.5
8.0
0.2
1.78
1.0
0.135
EX.
0.0
1.08
8
0
9
0.41
0.0
0.0
0.83
0.83
EX EX
0.00
1.26
1.26 EX. EX.
4
1.14
0.00
1.14
A
6.0
8.0
0.0
1.33
1.0
0.025
EX
0.0
0.20
8
0
7
0.49
0.0
0.0
-0.10
-0.1 C
EX EX
0.00
0.36
0.36 EX. EX.
B
10.8
8.0
0.0
0.74
1.0
0.025
EX
0.0
0.20
8
0
7
0.88
0.0
0.0
-0.33
-0.3?
EX EX
0.00
0.36
0.36 EX. EX.
C
4.6
8.0
0.0
1.74
1.0
0.025
EX
0.0
0.20
8
0
9
0.42
0.0
0.0
-0.05
-0,
EX EX
0.00
0.38
0.38 EX. EX.
D
6.0
8.0
0.0
1.33
1.0
0.025
EX
0.0
0.20
8
0
9
0.55
0.0
0.0
EX EX
0.00
0.38
0.38 EX. EX.
TOTAL
4 86
000
4.86
A
3.16
0.00
I 3.16
1
6.9
8.0
0.1
1.16
1.0
0.077
EX.
0.0
0.61
8
0
2
0.36
0.0
0.0
0.40
0.40
EX EX
0.00
0.72
0.72 EX. EX.
2
12.1
8.0
0.1
0.66
1.0
0.077
EX.
0.0
0.61
8
0
2
0.63
0.0
0.0
0.23
0.23
EX EX
0.00
0.72
0.72 EX. EX.
3
5.8
8.0
0.1
1.38
1.0
0.077
EX.
0.0
0.61
8
0
2
0.30
0.0
0.0
0.43
0.43
EX EX
0.00
0.72
0.72 EX. EX.
D
4.19
0.00
4.19
1
3.4
8.0
0.5
2.35
1.0
0.295
EX.
0.0
2.36
8
0
2
0.18
0.0
0.0
2.26
2.26
EX EX
0.00
2.47
2.47 EX. EX.
2
5.1
8.0
0.5
1.57
1.0
0.295
SW1
0.0
2.36
8
0
2
0.27
0.0
0.0
2.20
2.20
CS14 CS14
0.00
2.47
2.47 (2)2x4 (2)2x4
E
1.40
0.00
I 1.40
3.0
8.0
0.1
2.67
1.0
0.068
EX.
0.0
0.54
8
0
2
0.16
0.0
0.0
0.45
0.45
EX EX
0.00
0.65
0.65 EX. EX.
9.3
8.0
0.1
0.86
1.0
0.068
EX.
0.0
0.54
8
0
2
0.48
0.0
0.0
0.25
0.25
EX EX
0.00
0.65
0.65 EX. EX.
TOTAL
8.74
0.00
8.74
ASD LOADS (0.7 E & 0.6 W) USED FOR ANALYSIS
main fir.
V
UNFACTORED
Vebee
Vtotal(K)
SW
MARK
I L
(ft)
h
(ft)
WE L
(klf)
Aspect
Ratio
p
v(maxr
ASD(klf)
SW
O.T.
above
O.T. DL Trib.
MAX.(k) wall
Length(ft)
floor roof
DL max
(k)
Pleft
(k)
Pb9nt
(k)
TL
(k)
TR
(k)
Holdown
L/R
CLL (k)
<=
Cl
(k)
C2 MIN. POST
(k) L/R
GRID
1
0.43
0.57
1.01
A
7.0
3.9
0.1
0.56
1.0
0.046
SW1
0.3
0.53
12
1
4
0.60
0.0
0.3
0.16
0.01
-MSTAM24-
0.00
0.70
0.96 (2)2x4 (2)2x4
B
3.0
3.9
0.1
1.30
1.0
0.046
SW1
0.3
0.53
12
3
3
0.27
0.3
0.1
0.20
0.30
-MSTAM24-
0.00
0.97
0.81 (2)2x4 (2)2x4
C
3.0
3.9
0.1
1.30
1.0
0.046
SW1
0.0
0.18
4
3
3
0.15
0.1
0.3
0.03
-0.08
-MSTAM24-
0.00
0.38
0.57 (2)2x4 (2)2x4
2
1.04
1.12
2.16
A
8.0
3.9
0.3
0.49
1.0
0.162
SW1
0.8
1.46
12
0
8
0.87
1.2
0.0
0.20
0.94
-MSTAM36-
0.00
2.90
1.68 (2)2x4 (2)2x4
3
1.76
2.03
3.79
A
2.0
3.9
0.9
1.95
1.0
0.569
SW3
1.1
3.30
12
8
9
0.30
0.0
0.0
3.12
3.12
-MSTCM40-
0.00
3.60
3.60 (2)2x4 (2)2x4
B
2.0
3.9
0.9
1.95
1.0
0.569
SW3
1.1
3.30
12
8
9
0.30
0.0
0.0
3.12
3.12
-MSTCM40-
0.00
3.60
3.60 (2)2x4 (2)2x4
4
1.39
1.14
2.53
A
10.0
3.0
0.1
0.30
1.0
0.076
SW1
0.2
0.43
11
6
7
1.27
0.8
0.5
-0.79
-0.6r
NONE NONE
0.00
1.43
1.22 (2)2x4 (2)2x4
B
10.0
3.0
0.1
0.30
1.0
0.076
SW1
0.2
0.43
11
8
9
1.45
0.5
0.0
NONE NONE
0.00
1.23
0.72 (2)2x4 (2)2x4
TOTAL
4.62
4.86
9.48
A
2.05
3.16
I 5.21
1
7.0
8.0
0.3
1.14
1.0
0.156
SWII
0.6
1.86
16
1
2
0.67
0.0
0.0
1.46
1.46
HDU2 HDU2
0.00
2.05
2.05 (2)2x4 (2)2x4
2
8.5
8.0
0.3
0.94
1.0
0.156
SW1
0.6
1.86
16
1
2
0.81
0.0
0.0
1.38
1.38
HDU2 HDU2
0.00
2.05
2.05 (2)2x4 (2)2x4
3
4.5
8.0
0.3
1.78
1.0
0.156
SW1
0.6
1.86
16
1
2
0.43
0.0
0.0
1.61
1.61
HDU2 HDU2
0.00
2.05
2.05 (2)2x4 (2)2x4
B
2.12
0.00
2.12
1
5.7
3.9
0.4
0.68
1.0
0.223
SW1
0.0
0.87
4
1
0
0.15
0.0
0.0
0.78
0.78
-MSTAM24-
0.00
0.92
0.92 (2)2x4 (2)2x4
C
0.61
0.00
0.61
1
7.0
8.0
0.1
1.14
1.0
0.052
SW1
0.0
0.42
8
1
0
0.33
0.0
0.0
0.22
0.22
HDU2 HDU2
0.00
0.51
0.51 (2)2x4 (2)2x4
D
1.11
1.40
2.51
1
7.9
2.4
0.3
0.30
1.0
0.190
SW1
0.5
1.00
2
1
0
0.15
0.0
0.0
0.91
0.91
-MSTAM24-
0.00
1.04
1.04 (2)2x4 (2)2x4
E
0.81
1.40
2.21
1
14.3
2.4
0.2
0.17
1.0
0.093
SW1
0.5
0.77
10
1
2
1.01
0.0
0.0
0.16
0.16
NONE NONE
0.00
0.91
0.91 (2)2x4 (2)2x4
TOTAL
6.70
5.95
12.65
8/17/23 CORRECTIONS: BASEMENT CRIPPLE WALLS DESIGNED AS NEW
SHEARWALLS DUE TO UNPERMITTED CONSTRUCTION. SIMILAR TO MINIMUM
CRIPPLE WALL REINFORCEMENT FOR SUBSTANTIAL ALTERATIONS.
P.O. Box 28427
Seattle, Washington 98118-9998 8/17/2023
tel. 206 356 9553 Page _ of
Page 36 of 41
J Welch Engineering LLC
Diaphragm & Shearwall Capacities
The following capacities are used for plywood shearwalls & diaphragms.
Reference NDS table 4.2A & 4.2C for plywood diaphragm capacities.
Reference NDS table 4.3A for plywood shearwall capacities.
U.N.O. Sheathing material is Wood Structural Panels -Sheathing.
U.N.O. Hem -Fir used for supporting studs, Rafters & Joists calculations
4) = 0.8
Q = 2.5
Type
Sheathing
Fastener
Pen. (in)
Typical Roof
0.47
8d Common
2.03125
Typical Floor
0.72
8d Common
1.78125
Shearwall Callout
sheathing
Fastener
Pen. (in)
SW1
15/32"
8d Common
2
SW2
15/32"
8d Common
2
SW3
15/32" 8d Common 2
spacing at
spacing
blocking
0 V's,seismic
0 V's,wind
6"oc
n/a
267.8
375.7
6"oc
n/a
267.8
375.7
spacing
Studs
V's,seismic/ 0
V's,wind 10
6"oc
2x Hem -fir
241.8
339.5
4"oc
2x Hem -fir
353.4
495.2
2"oc
3x Doug -Fir
675.0
945.0
P.O. Box 28427
Seattle, Washington 98118-9998 3/28/2023
tel. 206 356 9553 Page of
Page 37 of 41
aFORTEWEB'
MAIN FLOOR, Copy of B14 FOR OT
2 piece(s) 2 x 6 HF No.2
pr
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1708 @ 0
1823 (1.50")
Passed (94%)
1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Shear (Ibs)
950 @ 7"
1650
Passed (58%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1040 @ 1' 4 3/8"
1393
Passed (75%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.027 @ 1' 7 3/16"
0.108
Passed (L/999+)
1.0 D + 0.45 W + 0.75 L + 0.75 S (All
Spans)
Total Load Defl. (in)
0.043 @ 1' 7 3/16"
0.162
Passed (L/907)
1.0 D + 0.45 W + 0.75 L + 0.75 S (All
Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on Nos.
0
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Wind
Seismic
Factored
1 - Trimmer - HF
1.50"
1.50"
1.50"
594
708
340
362
624/-624
1708/-81
None
2 - Trimmer- HF
1.50"
1.50"
1.50"
514
591
344
161
278/-278
1360
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
T 3" o/c
Bottom Edge (Lu)
T 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Wind
Seismic
Vertical Loads
Location
Tributary Width
(0.90)
(1.00)
(1.15)
(1.60)
(1.60)
Comments
0 - Self Weight (PLF)
0 to 3' 3"
N/A
4.2
1 - Uniform (PSF)
0 to 1'
5' 6"
12.0
40.0
FLOOR
2 - Uniform (PSF)
0 to 3' 3"
9'
10.0
-
WALL
3 - Uniform (PSF)
1' to T 3"
7' 6"
12.0
40.0
-
FLOOR
4 - Uniform (PSF)
1' to T 3"
8' 6"
12.0
-
25.0
ROOF
5 - Uniform (PSF)
0 to 1'
4'
12.0
-
25.0
ROOF
6 - Uniform (PLF)
0 to 1'
N/A
117.0
57.8
106.5
Linked from: EX. 31,
Support 2
7 - Point (lb)
1'
N/A
138
346
-
Linked from: B12,
Support 2
8 - Point (lb)
1'
N/A
-
-
523
902
E x
OVERSTRENGTH
Weyerhaeuser Notes
uVeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
,esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
JVeyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
Nww.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
8/17/2023 8:24:46 PM UTC
ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1
Weyerhaeuser File Name: six star Illp
Page 38 of 41 Page 1 / 1
aFORTEWEB'
MAIN FLOOR, COPY OF B12 FOR OT
3 piece(s) 2 x 10 HF No-2
12' 3'
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
4545 @ 2"
6379 (3.50")
Passed (71%)
1.0 D + 0.7 E (All Spans)
Shear (Ibs)
4521 @ 1' 3/4"
6660
Passed (68%)
1.60
1.0 D + 0.7 E (All Spans)
Moment (Ft-Ibs)
7029 @ 1' 9"
8000
Passed (88%)
1.60
1.0 D + 0.7 E (All Spans)
Live Load Defl. (in)
0.182 @ 5' 5 7/16"
0.298
Passed (L/784)
1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All
S ans
Total Load Defl. (in)
0.223 @ 5' 6 3/8"
0.596
Passed (L/640)
1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All
S ans
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -530 Ibs uplift at support located at 12' 1". Strapping or other restraint may be required.
• Applicable calculations are based on NDS.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Wind
Seismic
Factored
1 - Stud wall- HF
3.50"
3.50"
2.49"
426
1179
3410
5884/-5884
4545/-
3864
Blocking
2 - Stud wall- HF
3.50"
3.50"
1.50"
169
346
523
902/-902
902/-530
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 9" o/c
Bottom Edge (Lu)
9' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Wind
Seismic
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.60)
(1.60)
Comments
0 - Self Weight (PLF)
0 to 12' 3"
N/A
10.6
1 - Uniform (PSF)
0 to 12' 3" (Front)
1'
12.0
40.0
Default Load
2 - Point (lb)
1' 4" (Front)
N/A
319
1035
Linked from: B11,
Support 1
3 - Point (lb)
1' 9" (Front)
N/A
-
-
3933
6786
E x
OVERSTRENGTH
Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Josh Welch
J Welch Engineering LLC
(206) 356-9553
joshtwelch@gmaii.com
8/17/2023 8:23:37 PM UTC
ForteWEB 0.6, Engine: V8.3.0.43, Data: V8.1.4.1
Weyerhaeuser File Name: six star Illp
Page 39 of 41 Page 1 / 1
J Welch Engineering LLC
SECTION 4: FOUNDATION
P.O. BOX 28427
Seattle, Washington 98118-9998 3/26/2023
tel. 206 356 9553 Page of
Page 40 of 41
J Welch Engineering LLC
FOOTING DESIGN -- LOAD SUMMARY
Allowable bearing = psf
with 1/3 increase for E/W = psf
E=0.7QExRHO
W = 0.6 W
DL
LL
SL
W1 W2 F1 F2 RF1 RF2
10
1 75
1 12
1121
12
12
0
1 0
1 40
1301
0
0
0
1 0
1 0
1 0
1 25
25
Notes:
L1 is the length tributary loads are applied to.
L2 is the width of footing.
L3 is the length of footing.
See foundation key plan for mark locations
C1 = DL + LL
C2 = DL + SL
C3 = DL + 0.75(SL+LL)
C4 = DL + 0.75(E+LL)
C5 = DL + 0.75(E+LL+SL)
POINT LOADS LBS
Max. Tribute Areas Ft.
Min. Footing Dimensions
Total Load Ibs
BEARING Ksf
MARK
DL
I LL
I SL
E/W
W1
W2
F1
F2
RF1
RF2
SW
Tin
L1 ft.
L2 in
L3 ft.
DL
LL
SL
ENV
C1
C2
C3
C4
C5
HOUSE
N. BEARING
MIDDLE BEARING
C2
C3
C4
C5
C6
C7
0 0 0
0 0 0
1472 1328 916
923 1535 351
1359 2379 623
1471 2565 864
877 1800 387
913 1223 340
0
12
4
7.5
0
8.3
0
0.1125
9
1
12
1
722
300
208
0
1.02
0.93
1.10
0.95
1.10
0
8
0
20.7
0
8.6
0
0.1125
9
1
12
1
545
828
216
0
1.37
0.76
1.33
1.17
1.33
0
4
4
0
0
0
0
0.1125
9
3
12
3
2605
1328
916
0
1.31
1.17
1.43
1.20
1.43
0
8
0
11.9
0
0
0
0.1125
9
1.5
12
3
1369
2246
351
0
1.20
0.57
1.11
1.02
1.11
0
8
0
0
0
0
1 0
0.1125
9
1 3
12
3
1 1712
1 2379
623
0
1.36
1 0.78
1.32
1 1.17
1.32
0
8
0
11.5
0
1 0
0
0.1125
9
2
12
4
2020
3485
864
0
1.38
0.72
1.32
1.16
1.32
0
0
0
0
0
1 0
1 0
0.1125
9
1 2
12
2
990
1800
10
1.39
0.69
1.31
1.17
1.31
0
8
0
0
0
0
0
0.1125
9
2
12
2
1186
1223
340
0
1.20
0.76
1.18
1.05
1.18
Max.
1.10
1.37
1.43
1.20
1.36
1.38
1.39
1.20
P.O. Box 28427
Seattle, Washington 98118-9998
tel. 206 356 9553
6/15/2023
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