REVIEWED RESUB 1+Structural_Calculations+12.14.2022_9.53.58_AM+3268233ACOFFMAN
ENGINEERS
BINGHAM RESIDENCE ADDITION
EDMONDS, WA
Structural Calculations
November 2022
WALx
S aF AS 1V
7T_
SSI�NAL E�
RESUB
Dec 14 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-0898
:UVAIWiTl=111
BY
CITY OF EDMONDS
CEI Project #221651
1997 Park Lane I Burlington, WA 98233
Phone 360.707.5656 www.coffman.com
COFFMAN
ENGINEERS
DESIGN CRITERIA
Criteria: Bingham Residence
ALCOFFMAN
ENGINEERS
Proj. No.: 221651 Proj. Engr(s): BW
Rev. Date: Reviewed By: BW Date: 6/28/2022
Description: The project consists of the structural engineering services for a new 64sf addition to an existing residence in
Edmonds, WA.
Code: 2018 International Building Code
ASCE 7 2016 Edition
ACI 318 2014 Edition
AISC 360-16 Edition
NDS 2018 Edition
SPDWS 2015 Edition
Risk Category II (IBC Table 1604.5)
Wind: Vult = 100 mph, Exposure B
KZt = 1.00
IW = 1.00
Seismic: Seismic Design Category D
IE = 1.00
Ss = 1.319
St = 0.468
SpS = 1.056
Spt = 0.583
Site Class = D
Lateral Force Resisting System:
Wood Shear Walls:
Analysis Procedure Used:
R
I OMEGA,)
I Cd
lHeight Limit (ft)
6.5
1 2.5
1 4
1 65
Equivalent Lateral Force Procedure
Soils: No Soils Report available, use presumptive soil values per IBC Table 1806.2
Allowable Bearing Capacity = 1500 psf (1/3 Increase for Wind/Seismic)
Minimum footing depth = 18 in
Passive earth pressure = 100 pcf
Cohesion = 130 psf
Site Class = D
Page 1 of 3 Print Date: 6/28/2022
Criteria: Bingham Residence
Roof Loadings
Live Load
Snow (Drift Loading Not Applicable)
Roof Live Load
Dead Load (Wood Framing)
Typical Wood Roof
Floor Loadings
Live Load (Reducible UNO)
Residential
Dead Load (Wood Framing)
Typical Wood Floor
Roof Slope
Asphalt Shingles
Waterproofing Membrane
1/2" Plywood Sheathing
Insulation - R60 Blown In
Roof Trusses @ 24" OC
Ceiling: 1/2" Gyp Board
Misc.
Hardwood Flooring
3/4" Plywood Floor
11 7/8" TJI 110 Floor Joists @ 16" OC
Ceiling: 1/2" Gyp Board
Misc.
Wall Weights (surface area)
Interior Wood Walls - Partitions
2x4 Studs @ 16" oc
1/2" Gyp Board (each side)
Misc.
ALCOFFMAN
ENGINEERS
25 psf (includes I, = 1.0)
20 psf
5 /12
2.0 psf
0.4 psf
1.7 psf
0.9 psf
3.0 psf
2.2 psf
1.5 psf
13 psf
40 psf
4.0 psf
2.5 psf
2.3 psf
2.2 psf
1.5 psf
12 psf
1.1 psf
4.4 psf
2.0 psf
8 psf (surface area)
Page 2 of 3 Print Date: 6/28/2022
Criteria: Bingham Residence
Exterior Wood Walls - Hardie Siding
ALCOFFMAN
ENGINEERS
Hardie Panel Siding 2.3 psf
1/2" Plywood Sheathing 1.7 psf
R-21 Batt Insulation 0.5 psf
2x6 Studs @ 16" oc 1.7 psf
1/2" Gyp Board 2.2 psf
Misc. 1.5 psf
10 psf (surface area)
Windows 8 psf (surface area)
Page 3 of 3 Print Date: 6/28/2022
U.S. Seismic Design Maps
6/24/22, 1:49 PM
OaGwEE s
17116 69th PI W, Edmonds, WA 98026, USA
Latitude, Longitude: 47.844564,-122.3267565
wIta �
HOusemates9
3 3
Go gle
Date 6/24/2022, 1:48:07 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D - Default (See Section 11.4.3)
Type Value Description
SS 1.319 MCER ground motion. (for 0.2 second period)
St 0.468 MCER ground motion. (for 1.0s period)
SMs 1.583 Site -modified spectral acceleration value
SM1 null -See Section 11.4.8 0.875 Site -modified spectral acceleration value
SDS 1.056 Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8 0.583 Numeric seismic design value at 1.0 second SA
Type Value
SDC null -See Section 11.4.8
Fa
1.2
Fv
null -See Section 11.4.8
PGA
0.567 1.87
FPGA
1.2
PGAM
0.68
TL
6
SsRT
1.319
SsUH
1.459
SsD
2.928
S1RT
0.468
S1UH
0.524
S1D
1.277
PGAd
1.046
CRS
0.904
CR1
0.894
OSH PD
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
Map data 02022
https://seismicmaps.org 1/2
COFFMAN
ENGINEERS
GRAVITY DESIGN
-iAI
FORTE YY EB MEMBER REPORT PASSED
Revised Design, (E) Floor: Joist
1 piece(s) 2 x 12 DF No.1 @ 16" OC
Overall Length: 18' 11"
0
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
HF #2 does not pass,
see next page for
,r calcs
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
649 @ 4 1/2"
2582 (4.25")
Passed (25%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
559 @ 1' 4 3/4"
2025
Passed (28%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2860 @ 9' 5 1/2"
3032
Passed (94%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.432 @ 9' 5 1/2"
0.606
Passed (L/505)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.562 @ 9' 5 1/2"
1 0.908
1 Passed (L/388)
1.0 D + 1.0 L (All Spans)
TJ-Pro'"" Rating
N/A
I N/A
I 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
Factored
1 - Stud wall - HF
5.50"
4.25"
1.50"
151
504
656
1 1/4" Rim Board
2 - Stud wall - HF
5.50"
4.25"
1 1.50"
151
504
656
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
3' o/c
Bottom Edge (Lu)
18' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 18' 11"
16"
12.0
40.0
Default Load
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
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
Brennan Ney
Coffman Engineers
(360) 707-5656
brennan.ney@coffman.com
11/3/2022 10:54:00 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0
Weyerhaeuser File Name: 221651 Bingham Residence
Paget/9
-iAI
FORTE YY EB MEMBER REPORT PASSED
Revised Design, (E) Floor: Joist
2 piece(s) 2 x 12 HF No.2 @ 16" OC
Overall Length: 18' 11"
L
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)
649 @ 4 1/2"
5164 (4.25")
Passed (13%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
559 @ 1' 4 3/4"
3375
Passed (17%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2860 @ 9' 5 1/2"
5155
Passed (55%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.282 @ 9' 5 1/2"
0.606
Passed (L/772)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.367 @ 9' 5 1/2"
1 0.908
1 Passed (L/594)
1
1.0 D + 1.0 L (All Spans)
TJ-Pro'"" Rating
N/A
I N/A
I N/A
I
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
Factored
1 - Stud wall - HF
5.50"
4.25"
1.50"
151
504
656
1 1/4" Rim Board
2 - Stud wall - HF
5.50"
4.25"
1 1.50"
151
504
656
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
14' 1" o/c
Bottom Edge (Lu)
18' 9" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 18' 11"
16"
12.0
40.0
Default Load
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
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
Brennan Ney
Coffman Engineers
(360) 707-5656
brennan.ney@coffman.com
11/21/2022 5:35:35 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0
Weyerhaeuser File Name: 221651 Bingham Residence
Page 1 / 1
-iAI
FORTE YY EB MEMBER REPORT PASSED
Revised Design, Floor: Flush Beam Wood
2 piece(s) 1 3/4" x 11 1/4" 2.0E Microllam@ LVL
Overall Length: 10' 9"
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)
5202 @ 10' 5 1/2"
5202 (1.98")
Passed (100%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
4239 @ 9' 6 1/4"
8603
Passed (49%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
13168 @ 5' 4 3/4"
18558
Passed (71%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.193 @ 5' 4 3/4"
0.253
Passed (L/630)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.331 @ 5' 4 3/4"
1 0.506
1 Passed (L/367)
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• 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 - Stud wall - HF
5.50"
4.25"
3.84"
2316
1943
2361
5544
1 1/4" Rim Board
2- Hanger on 11 1/4" HF beam
3.50"
Hangers
1 1.98"
2296
1928
2342
5499
See note s
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• s See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
9' 6" o/c
Bottom Edge (Lu)
10' 4" o/c
-Maximum allowable bracing intervals based on applied load.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
HHUS410
3.00"
N/A
30-16d
10-16d
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
1 1/4" to 10' 5 1/2"
N/A
11.5
--
--
1 - Uniform (PSF)
0 to 10' 9" (Front)
9'
12.0
40.0
Existing Floor
2 - Uniform (PSF)
0 to 10' 9" (Front)
10'
10.0
-
Wall Above
3 - Uniform (PSF)
0 to 10' 9" (Front)
2' 6"
12.0
25.0
Low Roof
4 - Uniform (PSF)
0 to 10' 9" (Front)
15'
12.0
25.0
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
Brennan Ney
Coffman Engineers
(360) 707-5656
brennan.ney@coffman.com
11/3/2022 10:54:00 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0
Weyerhaeuser File Name: 221651 Bingham Residence
Page 3/9
it FORTE rr GB MEMBER REPORT
Revised Design, Floor: Flush Beam Steel
1 piece(s) W10X26 (A992) ASTM Steel
PASSED
Overall Length: 18' 11'
0 � 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)
8013 @ 18' 7"
17779 (4.25")
Passed (45%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
7885 @ 18' 5 1/2"
53560
Passed (15%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-Ibs)
33321 @ 14'
37044
Passed (90%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl.(in)
0.208 @ 10'4 3/4"
0.456
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.378 @ 10' 4 11/16"
1 0.913
1 Passed (L/579)
1
1.0 D + 0.75 L + 0.75 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Applicable calculations are based on ANSI/AISC 360-16.
• A lateral -torsional buckling factor (Cb) of 1.0 has been assumed.
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Factored
1 - Column - HF
5.50"
4.25"
4.25"
1381
989
122
1200
3023
1 1/4" Rim Board
2 - Column - HF
5.50"
4.25"
1 4.25"
3867
1948
922
3580
8013
1 1/4" Rim Board
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
End Bearing Points
Bottom Edge (Lu)
End Bearing Points
Dead
Floor Live
Roof Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(non -snow: 1.25)
(1.15)
Comments
0 - Self Weight (PLF)
1 1/4" to 18' 9 3/4"
N/A
26.0
1 - Uniform (PSF)
0 to 18' 11"
1' 4"
12.0
40.0
-
Floor Load
Linked from: Floor:
2 - Point (lb)
14'
N/A
2296
1928
2342
Flush Beam Wood,
Support 2
3 - Uniform (PSF)
14' to 18' 11"
10'
10.0
-
-
-
Wall Above
4 - Uniform (PSF)
14' to 18' 11"
8' 6"
12.0
25.0
-
Roof Above
5 - Point (lb)
14'
N/A
1170
-
2438
Point Load from
Girder Truss
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
Brennan Ney
Coffman Engineers
(360) 707-5656
brennan.ney@coffman.com
11/3/2022 10:54:00 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0
Weyerhaeuser File Name: 221651 Bingham Residence
Page 4/9
-iAI
FORTE YY EB MEMBER REPORT PASSED
Revised Design, Wall: Header (4646 window)
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
Overall Length: 5' 1"
POW
4' 6" i
0 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)
5884 @ 4' 11"
7963 (3.50")
Passed (74%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
5282 @ 4' 1/2"
6400
Passed (83%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-Ibs)
10031 @ 3'
10868
Passed (92%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.045 @ 2' 7 1/8"
0.158
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.086 @ 2' 7 1/8"
1 0.237
1 Passed (L/665)
1
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.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 9".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on Nos.
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
Supports IV
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Factored
1 - Trimmer - HF
3.50"
3.50"
1.66"
1791
925
372
1716
3771
None
2 - Trimmer - HF
3.50"
3.50"
2.59"
2786
1773
550
2358
5884
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 1" o/c
Bottom Edge (Lu)
5' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 5' 1"
N/A
7.7
--
--
--
1 - Uniform (PSF)
0 to 3'
4' 6"
12.0
-
25.0
Low Roof
2 - Uniform (PSF)
T to 5' 1"
9'
12.0
40.0
-
Floor Joists
3 - Uniform (PSF)
3' to 5' 1"
10'
10.0
-
-
Wall Above
4 - Uniform (PSF)
T to 5' 1"
3'
12.0
-
-
25.0
Upper Roof
5 - Point (lb)
3'
N/A
3867
1948
922
3580
Linked from: Floor:
Flush Beam Steel,
Support 2
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
Brennan Ney
Coffman Engineers
(360) 707-5656
brennan.ney@coffman.com
11/3/2022 10:54:00 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0
Weyerhaeuser File Name: 221651 Bingham Residence
Page 5/9
-iAI
FORTE YY EB MEMBER REPORT PASSED
Revised Design, Wall: Header (2046 window)
1 piece(s) 4 x 6 HF No.2
Overall Length: 2' 3"
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)
685 @ 0
2126 (1.50")
Passed (32%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
330 @ 7"
1925
Passed (17%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
385 @ 1' 1 1/2"
1625
Passed (24%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.003 @ 1' 1 1/2"
0.075
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.006 @ 1' 1 1/2"
1 0.112
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 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"
280
405
84
685
None
2 - Trimmer - HF
1.50"
1.50"
1 1.50"
280
405
84
685
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.
Vertical Loads
Location
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 2' 3"
N/A
4.9
1 - Uniform (PSF)
0 to 2' 3"
9'
12.0
40.0
Floor
2 - Uniform (PSF)
0 to 2' 3"
10'
10.0
-
Wall Above
3 - Uniform (PSF)
0 to 2' 3"
3'
12.0
25.0
Roof Above
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
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
Brennan Ney
Coffman Engineers
(360) 707-5656
brennan.ney@coffman.com
11/3/2022 10:54:00 PM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0
Weyerhaeuser File Name: 221651 Bingham Residence
Page 6/9
-iAI
FORTE YY EB MEMBER REPORT PASSED
Revised Design, Post
1 piece(s) 3 1/2" x 5 1/2" 1.3E TimberStrand® LSL
19
Drawing is Conceptual
Post Height: 10'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
34
50
Passed (69%)
--
--
Compression (Ibs)
7942
8660
Passed (92%)
1.15
1.0 D + 0.75 L + 0.75 S
Base Bearing (Ibs)
7942
571725
Passed (1%)
1.0 D + 0.75 L + 0.75 S
Bending/Compression
N/A
1
Passed (N/A)
N/A
• Input axial load eccentricity for the design is zero
• Applicable calculations are based on NDS.
supports Type Material Member Type : Free Standing Post
Base Plate Steel
Building Code : IBC 2018
Design Methodology : ASD
Max Unbraced Length Comments
Full Member Length No bracing assumed.
Dead
Floor Live
Roof Live
Snow
Vertical Load
(0.90)
(1.00)
(non -snow: 1.25)
(1.15)
Comments
1 - Point (lb)
3833
1931
915
3547
Linked from: Floor: Flush Beam
Steel, Support 2
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
Brennan Ney
Coffman Engineers
(360) 707-5656
brennan.ney@coffman.com
12/8/2022 7:14:18 PM UTC
AForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0
Weyerhaeuser File Name: 221651 Bingham Residence
Page 1 / 1
-iAIFORTEWEB
MEMBER REPORT
Original Design, Copy of Roof: Joist
1 piece(s) 2 x 4 HF No.2 @ 24" OC
PASSED
Sloped Length: 7 7 11/16'
i
4' 6"
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)
159 @ 6' 11 1/2"
911 (1.50")
Passed (17%)
1.0 D + 1.0 S (Alt Spans)
Shear (Ibs)
190 @ 2' 8 13/16"
604
Passed (31%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-198 @ 2' 2 3/4"
430
Passed (46%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl.(in)
0.095 @ 0
0.235
Passed (2L/592)
1.0 D + 1.0 S (Alt Spans)
Total Load Defl.(in)
1 0.111 @ 0
0.313
Passed (2L/506)
1.0 D + 1.0 S (Alt Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Overhang deflection criteria: LL (2L/240) and TL (2L/180).
• Birdsmouth cut has not been analyzed.
• 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.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Birdsmouth - HF
5.50"
5.50"
1.50"
151
256
407
Blocking
2 - Hanger on 3 1/2" HF IedgerOnMasonry
3.50"
Hangers
1.50"
62
120
182
See note 1
• Blocking Panels are assumed to carry no loads applied directly above tnem and the toll load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
74" o/c
Bottom Edge (Lu)
74" o/c
-Maximum allowable bracing intervals based on applied load.
Member Length : 7' 5 3/16"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
Member Pitch : 4/12
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
Connector not found
I N/A
N/A
N/A
N/A
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 7' 3"
24"
14.0
25.0
Default Load
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
Brennan Ney
Coffman Engineers
(360) 707-5656
brennan.ney@coffman.com
11/3/2022 10:54:00 PM UTC
ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0
Weyerhaeuser File Name: 221651 Bingham Residence
Page 9/9
Inputs
Summary
MARK
F1
F 1.33
F1.5
F 1.67
F2
F2.5
F3
F4
updates on all footing tabs
Allow. Soil Pressure, qa (psf) _
Ultimate Factor for Soil Pressure =
fc' (psi) _
fy (ksi) _
Square Col. Width (in) _
Rect. Col. Width (in) _
Rect. Col. Length (in) _
Round Col. Diameter (in) _
Soil Overburden (in) _
FOOTING REINFORCING SCHEDULE
SIZE (LxWxD)
1'-0"x1'-0"x6"
1.33'-0"x 1.33'-0"x6"
1.5'-0"x1.5'-0"x6"
1.67'-0"x 1.67'-0"x6"
2'-0"x2'-0"x6"
2.5'-0"x2.5'-0"x8"
3'-0"x3'-0"x8"
4'-0"x4'-0"x10"
REINFORCING
(1) #4 EA WAY
(1) #4 EA WAY
(1) #4 EA WAY
(2) #4 EA WAY
(2) #4 EA WAY
(3) #4 EA WAY
(3) #4 EA WAY
(5) #4 EA WAY
1500
1.4
2500
60
MAX
ALLOWABLE
1.4
2.5
3.2
4.0
5.7
8.8
12.6
22.0
Status
(Rect Col)
OK
OK
OK
OK
OK
OK
OK
OK
ACOFFMAN
ENGINEERS
LATERAL DESIGN
Bingham Residence Weight Takeoff
ALCOFFMAN
ENGINEERS
Dead Loads
Typ Roof
13
psf P Floor Thickness =
12
in
Typ Floor
12
psf
Ext Walls
10
psf (average)
Int Walls
8
psf
Level
H (ft)
Aroof (ftZ) Afloor (ft2) Lext (ft)
Lint (ft)
Wmisc (k) Wroof (k) Wfloor (k) Wextwall (k)Wintwall (k)
Roof
2103
26.7 0.0 10.7 4.8
9
240
160
2nd Floor
1132 1920
14.3 23.9 21.4 9.2
9
240
145
1 st Floor
0.0 0.0 10.7 4.4
18 1920
Level
W (k)
h (ft)
Roof
42.1
18
2nd Floor
68.8
9
1 st Floor
0.0
0
&COFFMAN
ENGINEERS
Description:
IBC 2018 Base Shear Force Calculation
Project #: 221651 Engineer: BW
Project: Bingham Residence Date: 6/28/2022
General Info
Risk Category II
REGULAR* & Five Stories or Less? Yes
Redundancy Factor
Seismic Criteria
Ss 1.319
S1 0.468
R 6.5
Site Class D
Seismic Design Category D
Importance Factor 1 1.00
Fa 1.00
Fv 1.83
SDs 1.056
SDI 0.583
Period of StructurelAll Other Buildi
Ct 0.020
x 0.75
hn 22.0 ft
Ta 0.203 sec
T*Cu 0.284 sec
TL 16 sec
Overwrite T
Base Shear Equations
(12.8-2) 0.162
(12.8-3) 0.441
(12.8-4) 34.768
(12.8-5) 0.010
(12.8-6) 0.036
Coefficient to be Used 0.162
Total Base Shear (V) 18.0 k
Story Forces
Story W h Wxhx" Fx %V Coeff.
Roof 42.1 22 927 10.8 k 60.0% 0.256
2nd Floor 68.8 9 619 7.2 k 40.0% 0.105
Tuse = 0.203 sec
k= 1
42.1
68.8
0.0
0.0
0.0
Technical Evaluati on Report f T E R)
Truss Heel Height
Truss Ogre rha ng not Req u i red
Truss Heel Helg
f
Truss Overhang not Required
Flgur* I Installation of TlrnberLOKI� Fasteners on ftls with Single or Double Top Plates
Minimum
Lateral {llaf)
Fasten.E r
Rensrtration into
Species Group
Upllh I Ibq
F1— RarvM
F2 — Perpien4jicular
Desig nstlon
Tnu:99tRafterWaod
(Speeirc Gravity)
to hull
10 Wall
Struclural Support
13
1.33
1.0
1.0
1-33
1AD
13
1.33
1.60
TimbvLOKx
SG Pine (0 5 )
390
$20
620
255
340
410
280
375
460
Douglas Fir•Lareh (0.50)
W
450
W
24G
320
3M
265
350
425
T LO K04
2.
or
TLOM6
Spruce -Pine -Fir(
260
350
120
21(�
280
W
230
Y6?;
Hem -Fir (0.42)
1.Woed puss am rather memostal he aa'inmum&2'rwivlftirf',Im 001rondtrw!1 and rang, urrn eels uLe hwCIRO&
2. Lcunr wt spectre nrem� cf sm=,el campcet LmhBr ISCLI steel he ejucW b or+Xoker then Iv spec(, grembm WAXMn rl•Is tehla. REd@rb pN&d nrb7nalon irom SCL
FWACWMr
& For app kniR rs inm5WPp rrefrines m�h aifem scent prSu lied, r6e the �IttwBhi� {tr8e otriesptnd�p la k+nrt 31 e�e�rrt q�ririr.
4.Alicmblowiftandlerka WeVappioWDr;snwhrehtheovadlno teed won aW)mortars 11s.'1S'i}oreawsnda1rs0.e., IMi Tay becbnnod awm,itlp O giPa
curmpondng abuW ate in the Warm markK "1 p't:p 1 15 or 1 25. rmpedW+ .
Table 2; Aliomble Loads for UpI t & Lateral Resistance for 8eleeted Load Durations -� Wwd•Spwi is Grawiliw lJsing TirnberL0K Fa5wners
542.2. Where it is antici gated that loads * II be applied to a single fastener simultaneously in more than one
di reckon, add itional evaluation using accepted eng ineaering practice is requ ired to account for the
combined effect of these loads.
5.2.3. Vwhere the ekppliralion axoe-edr;� the li m ii;49 �nr, -5et forth herein, de iqn -5hall toe perrnitl,ed in acGordanc�
with arpupted engi neering procedurea, experience and technica I judgment,
51.11, ConsLill. a professional ernglrneer as needed for complex design coed Itlons.
Lexisting shear wall = 40.5ft
Lremaining shear wall = 38.5ft
% reduction = 5% < 10% therefore OK per IEBC
Assume existing wall is sheathed with 7/16 OSB and 8d nails at 6"oc
Vreqd = 223 plf
Provide (2) TLOK04 at every stud to transfer shear from wall above through
wall above into new shear wall below.
Vprov = 2*420lb/(16/12 ft) = 632 plf > Vregd
TER No. 1106
Faster`MasteO� Tim berL iC Fasteners
for Uplift -, Lateral Resistance
CCpytghLQ201T
Page 4 of 9
COFFM N
ENGINEERS
Wood Shearwall Design:
Inputs:
Sds: 0.799
Cd: 4.0
Wall self -weight, psf: 10.0
E, modulus of elasticity of end po, 1300000
Project#: 22xxxz
Project: 2722 Peabody Street
Engineer: BJW
Date: xx/xz/2022
SEISMIC DESIGN
Per SDPWS Table 4.3A, WSP-Sheathing, t=7/16, nails=8d
G = 0.4
Nailingnominal
Capacity
Capacity
ASD
OSB
Ga k/in
6
480
1 223
15
4
700
1 326
22
3
900
419
28
2
1170
544
42
EastlWest Direction
rho = 1
LRFD ASD w/ rho
Level Height Above (ft) Fx (kip) Fx (kip) Roof 13.33 10.8 k 76 348 sq ft/2434 sq ft - 14.3 %
2nd Floor 9.17 7.2 k 5.0
sum = 12.6
Roof Shear Walls
Fx = 7.6 k
Huini,f = 1'3 '1't H
Percent
Effective
Shear Capacity Ratio
Full Height
Sheathing
% Opening Height
0.0.
0.33
0.5
0.67
0.83
1
0.0001
1
0.69
0.53
0.43
0.36
0.1
1
0.69
0.53
0.43
0.36
0.2
1
0.71
0.56
0.45
0.38
0.3
1
0.74
0.59
0.49
0.42
0.4
1
0.77
0.63
0.53
0.45
0.5
1
0.8
0.67
0.57
0.5
0.6
1
0.83
0.71
0.63
0.56
0.7
1
0.87
0.77
0.69
0.63
0.8
1
0.91
0.83
0.77
0.71
0.9
1
0.95
0.91
0.87
0.83
1
1
1
1
1
1
Perforated Shear Walls:
Wall Label
s
Trib Area (ft)
(k)
S from
bove k
F Shear (k)
Wall Length
ft
Wall Height
ft
Floor/Roof
DL s
Floor/Roof
LL (psf)
Trib Length
ft
Trib Width
ft
Dead load
above(k)Load
E Dead
(k)
Layers of
Plywood
Perforated
Shear Wall?
Min. Pier
Width ft.
Fu (ft)
% Full -Height
SheathingHeight
Max Opening
ft
% Opening
Height
Cc
Table 4.3.3.5
EW-1
14.3
0.143
0.0
1.1
40.50
9.0
12.0
25.0
40.50
3.0
5.1
1
No
4.5
NA
5.00
NA
NA
EW-2
85.7
0.857
1 0.0
6.5
Ivv Iv Strength:
Overturnina:
EMR = (0.6-0.14*Sds)*EDL*(L/2)
Deflection:
Wall
Label
Aspect Ratio Check
v (Ibsttt)
Nail
Spacing
Shear
Capacity
Ga (Win)
CHECK?
Mc,- from
above k-
IMoT
(k-ft)(k-ft)Capacity
fMR
C (Ib)
T (lb)
Strap
Strap
(Ib)
CHECK?
Comp.
Post
Post Area
in
Compr.
Capacity
CHECK?
Bending
in
Shear (in)
Anchor
Slip in
Deflection
in
Maximum
Allowable
CHECK?
EW-1
E72
26.7
295.9
6
6
223.2
223.2
15.0
15.0
OK
NG
14
86
81
59
484
4080
-1660
1255
NONE
NONE
158
158
OK
NG
1-2x6
1-2x6
8.3
8.3
1 10400
10400
1 OK
OK
0.000
0.005
0.016
0.158
0.000
0.000
0.016
0.162
0.38
0.34
OK
OK
1st Floor Shear Walls
Fx = 5.0 k
Heinht = 9.17 ft
R-I.,-.h Li fnr as t ratio
Wall Label
Trib Area (ft�)
% Fx (k)
Shear from
above (k)
F Shear (k)
Wall Length
(ft)
Wall Height
(ft)
Floor/Roof
DL (psf)
Floor/Roof
LL (psf)
Trib Length
(ft)
Trib Width
(ft)
Dead load
above (k)
L Dead
Load (k)
Layers of
Plywood
Perforated
Shear Wall?
Min. Pier
Width (ft.)
Eu (ft)
% Full -Height
Sheathing
Max Opening
Height (ft)
% Opening
Height
Cc
Table 4.3.3.5
EW-1
14.3
0.143
1.1
1.8
40.50
9.0
12.0
25.0
40.50
8.0
5.1
12.6
1
Yes
5.0
16.67
0.41
8.00
0.89
1 0.51
EW-2
85.7
0.857
6.5
10.8
V EW-2 is placeholder for load distribution only
Wall
Label
Aspect Ratio Check
v (Ibs/ft)
Nail
SpacingCapacityabove
Shear
Ga (Win)
CHECKS
M, from
k-
IMoT
(k-ft)(k-ft)Capacity(lb)
EMR
C (lb)
T (Ib)
Holdown
Holdown
CHECKS
Comp.
Post
Post Area
in
Compr.
Capacity
CHECKS
Bending
in
Shear (in)
Anchor
Slip in
Deflection
in
Maximum
Allowable
CHECK?
EW-1
OK
213.0
6
223.2
15.0
OK
14
31
202
3996
-20188
NONE
158
OK
1-2x6
8.3
10400
OK
0.007
0.128
0.000
0.135
0.38
OK
EW-2
OK
1193.3
6
223.2
15.0
86
185
32
20542
16936
HDU4
3285
2-2x6
16.5
20600
1 OK
0.024
0.636
0.499
1.160
0.34
COFFMAN
ENGIN=FRS
Wood Sheamall Design:
Inputs:
Sds: 0.799
Cd: 4.0
Wall self -weight, psf: 10.0
E, modulus of elasticity of end poi 1300000
EastlWest Direction Tranverse
LRFD ASD
Level Height Above (ft) F(kip) Fx (kip)
Roof 13.33 7.0 k 4.2
1st Floor 9.17 1.0 k 0.6
sum = 4.8
Roof Shear Walls
Fx = 4.2 k
HninFf= 11 11 H
Project#: 22xxxx
Project: 2722 Peabody Street
Engineer: BJW
Date: xx/xx/2022
WIND DESIGN
Per SDPWS Table 4.3A, WSP-Sheathing, t=7/16, nails=8d
G = 0.4
Nailingnominal
Capacity
Capacity
ASD
OSB
Ga k/in
6
670
1 312
15
4
980
456
22
3
1260
586
28
2
1640
763
42
Percent
Effective
Shear Capacity Ratio
Full Height
Sheathing
% Opening Height
0.0.
0.33
0.5
0.67
0.83
1
0.0001
1
0.69
0.53
0.43
0.36
0.1
1
0.69
0.53
0.43
0.36
0.2
1
0.71
0.56
0.45
0.38
0.3
1
0.74
0.59
0.49
0.42
0.4
1
0.77
0.63
0.53
0.45
0.5
1
0.8
0.67
0.57
0.5
0.6
1
0.83
0.71
0.63
0.56
0.7
1
0.87
0.77
0.69
0.63
0.8
1
0.91
0.83
0.77
0.71
0.9
1
0.95
0.91
0.87
0.83
1
1
1
1
1
1
Perforated Shear Walls:
Pn i ..,h I Ifnr oenurl rotin
Wall Label
z
Trib Area (ft)
% Fx (k)
Shear from
above(k)
I Shear (k)
Wall Length
ft
Wall Height
ft
Floor/Roof
DL(psf)
Floor/Roof
LL psf
Trib Length
ft
Trib Width
ft
Dead load
above(k)
E Dead
Load(k)
Layers of
Plywood
Perforated
Shear Wall?
Min. Pier
Width ft.
FLI (ft)
% Full -Height
Sheathing
Max Opening
Height ft
% Opening
Haight
Co
Table 4.3.3.5
EW-1
14.3
0.143
0.0
0.6
1 40.5
9
12
25
40.5
3
5.1
1
No
4.5
NA
5
NA
NA
EW-2
85.7
0.857
0.0
3.6
35
8
14
25
35
3
4.3
1
Yes
4.25
25
0.71
4
0.50
0.88
ivu Iu Strength:
Overturning:
FMR = 0.6*FDL*(L/2)
Deflection:
Wall
Label
Aspect Ratio Check
v (lbs/ft)
Spaciing
Shear
Capacity
Ga (k/in)
CHECK?
MoT froMaxim
ab-(k-
(kk--ftT
k ftR
C (lb)
T (lb)
Strap
Capacity (lb)
CHECK?
CP Post
PosnArea
Comr.Benin)ng
Capacity
CHECK?
Shear (in)
Slip (in)
De ec(in) n
in
Allowable
CHECK?
EW-1
OK
14.8
6
311.6
1 15.0
1 OK
8
62
271
-1337
NONE
158
OK
1-2x6
8.3
10400
OK
0.000
0.009
0.000
0.009
0.38
OK
EW-2
OK
164.4
1 6
311.6
15.0
OK
48
45
1774
144
NONE
158
OK
1-2x6
8.3
10400
OK
0.003
0.088
0.000
0.090
0.34
OK
1st Floor Shear Walls
Fx = 0.6 k
Heinht = 9.17 ft
RRd. r . each Li for asn.N rafin
Wall Label
Trib Area (ft�)
% Fx (k)
Shear from
above (k)
: Shear (k)
Wall Length
(ft)
Wall Height
(ft)
Floor/Roof
DL (psf)
Floor/Roof
LL (psf)
Trib Length
(ft)
Trib Width
(ft)
Dead load
above (k)
L Dead
Load (k)
Layers of
Plywood
Perforated
Shear Wall?
Min. Pier
Width (ft.)
yu (ft)
% Full -Height
Sheathing
Max Opening
Height (ft)
% Opening
Height
Co
Table 4.3.3.5
EW-1
14.3
0.143
0.6
0.7
40.5
9
12
25
40.5
8
5.1
12.6
1
Yes
5
16.67
Oil
8
0.89
0.51
EW-2
85.7
0.857
3.6
4.1
14.42
8
12
25
14.42
1.33
4.3
5.7
1
Yes
4
9.42
0.65
3
0.38
0.96
Label
Aspect Ratio Check
v (lbs/ft)
Spaciwall ing
Capacity
Ga (k/in)
CHECK?
abo e(k-
(k--ft)
ftR
C (lb)
T (lb)
Holdown
own
Capacity (lb)
CHECK?
Comp.
Post Area
r.
ComCapacity
CHECK?
lending
Shear (in)
Slip (in)
De (in)
Allo ab a Maxim in
Allowable
CHECK?
EW-1
OK
81.2
6
311.6
1 15.0
1 OK
8
14
154
1595
-16463
NONE
158
OK
1-2x6
8.3
10400
OK
0.003
0.049
0.000
1 0.051
0.38
OK
EW-2
OK
454.6
6
311.6
15.0
48
86
24
7157
6768
HDU4
3285
2-2x6
16.5
20600
OK
0.009
0.242
0.199
0.451
0.34
ffFMTM