REVIEWED BLD RESUB1 BLD2024-0685+Structural Calcs+6.14.2024_10.07.04_AM+4322995RESUB
BLD2024-0685 Jun 14 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
...........................................L
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
STRUCTURAL CALCULATIONS
Project:
Address:
Project No.:
Date:
Izquierdo Residence Remodel
821 Bell St
Edmonds, WA 98020
24156
June 12, 2024
PERMIT SUBMITTAL
Client:
JOSE IZQUIERDO & MADELINE MERCIER
Contents:
Calculations 2-9
13/2024
1412 Beach Drive NE Unit A I Tacoma WA, WA 198422
253.533.0835 1 tel S t r u c t u r a l W o r k s, P L L C
These enclosed documents are to be used in conjunction with the plans referenced on the cover.
It is essential that the contractor study the engineering requirements and required changes to
the architectural plan prior to start of work. Changes may include additional foundation or
footings, beam size changes, siding changes, etc.
Scope of Engineering: Engineering analyses and design to resist lateral and gravity loads in
accordance with the 2021 IBC have been performed and incorporated into stamped "S" sheets.
All analyses and calculations are included in this engineering report. Engineering assumptions
are listed below. If these conditions are not present at the site, these calculations are void and
Structural Works, PLLC must be contacted immediately.
Loading Criteria
- Building Code
- Seismic Design Category
- Sds
- Response Mod Factor
- Site Class
- Basic Wind Speed
Live Loads U.N.O.
- Uninhabitable attics without storage
- Uninhabitable attics with storage
- Habitable attics and sleeping areas
- Decks
- All other areas
Dead Loads U.N.O.
- Roof with composition roofing
- Floor
Snow Loads U.N.O.
- Snow
Soils Criteria
- Soils consultant
- Soils Report #
- Bearing Pressure Required
- Min Frost Depth
2021 International Building Code
D
1.029
6.5
D
110 MPH, Exposure B
10 psf
20 psf
30 psf
60 psf
40 psf
15 psf
10 psf
25 psf
None
None
1500 psf (min required - Assumed)
12"
Structural Works PLLC
1412 Beach Drive NE #A
Tacoma, WA 98422
(253) 533-0835
ATC Hazards by Location
A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.
6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why,
8TCHazards by Location
Search Information
Address:
821 Bell St, Edmonds, WA 98020
Coordinates:
47.8115173,-122.3682456
Elevation:
197 ft
Timestamp:
2024-05-06T18:09:56.495Z '
Hazard Type:
Seismic
Reference Document:
ASCE7-16
Risk Category:
II
Site Class:
D-default
Basic Parameters
Name
Value
Description
SS
1.287
MCER ground motion (period=0.2s)
S1
0.453
MCER ground motion (period=1.0s)
SMS
1.544
Site -modified spectral acceleration value
SM1
* null
Site -modified spectral acceleration value
SDS
1.029
Numeric seismic design value at 0.2s SA
SDl
* null
Numeric seismic design value at 1.0s SA
* See Section 11.4.8
Additional
Information
Name
Value
Description
SDC
* null
Seismic design category
Fa
1.2
Site amplification factor at 0.2s
Fv
* null
Site amplification factor at 1.0s
CRS
0.91
Coefficient of risk (0.2s)
CRt
0.895
Coefficient of risk (1.0s)
PGA
0.548
MCER peak ground acceleration
FPGA
1.2
Site amplification factor at PGA
PGAM
0.657
Site modified peak ground acceleration
TL
6
Long -period transition period (s)
SsRT
1.287
Probabilistic risk -targeted ground motion (0.2s)
SsUH
1.414
Factored uniform -hazard spectral acceleration (2 % probability of
exceedance in 50 years)
SsD
2.209
Factored deterministic acceleration value (0.2s)
S1 RT
0.453
Probabilistic risk -targeted ground motion (1.0s)
S1 UH
0.506
Factored uniform -hazard spectral acceleration (2 % probability of
exoeedance in 50 years)
S1 D
0.9
Factored deterministic acceleration value (1.0s)
PGAd
0.779
Factored deterministic acceleration value (PGA)
* See Section
11.4.8
Lake
1
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any
output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.
Disclaimer
6.05.2024 21:09 ATC Hazards by Location
Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liabilityfor its accuracy. The material presented
in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other
licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of
practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval
and interpretation for the building site described by latitude/longitude location in the report.
6.05.2024 21:08 ATC Hazards by Location
A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback.
8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why,
ATCHazards by Location
Search Information
Address:
821 Bell St, Edmonds, WA98020
Coordinates:
47.8115173,-122.3682456
Elevation:
197 ft
Timestam p:
2024-05-06T18:08:15.324Z
Hazard Type:
Wind
ASCE 7-16
MRI10-Year ______________
67 mph
MRI25-Year
73 mph
MRI50-Year
78 mph
MRI100-Year ___
83 mph
Risk Category I
92 mph
Risk Categoryll _______________________________
97 mph
Risk Category III
----- 104 mph
Risk Category IV
108 mph
ASCE 7-10
MRI 10-Year
72 mph
MRI25-Year
79 mph
MRI50-Year
85 mph
MRI100-Year
91 mph
Risk Category 1
100 mph
Risk Categoryll ______
110 mph
Risk Category III -IV ________________
115 mph
)rth Creek
sza
szz
Woodinville
ASCE 7-05
ASCE 7-05 Wind Speed 85 mph
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any
output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why.
Disclaimer
Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the
last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE
For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris
region.
Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented
in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other
licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of
practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval
and interpretation for the building site described by latitude/longitude location in the report.
FO R T E W E B' JOB SUMMARY REPORT
24156
Level
Member Name
Results (Max UTIL
o/o)
Current Solution
Comments
HDR-1
Passed (68% R)
1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
FB-1
Passed (96% R)
1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam
RHDR-1
Passed (52% R)
1 piece(s) 4 x 12 DF No.2
A 5/6/2024 6:16:22 PM UTC
ForteWEB v3.7
Weyerhaeuser File Name: 24156
Page 1 / 4
aFORTEWEB'
Level, HDR-1
1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
PASSED
r
Id
Drawing is Conceptual. 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)
3643 @ 0
5363 (1.50")
Passed (68%)
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
3022 @ 1'
11733
Passed (26%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-Ibs)
4132 @ 2' 7 1/4"
23244
Passed (18%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)
0.019 @ 3' 5/16"
0.208
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)
0.031 @ 3' 1/4"
0.313
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.
• Critical positive moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 6' 3".
• 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 NDS.
Member Length : 6' 3"
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Supports=
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Factored
1 - Trimmer - SPF
1.50"
1.50"
1.50"
1503
1125
1383
1729
3643
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
891
1125
567
709
2266
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 3" o/c
Bottom Edge (Lu)
6' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads mm
Location
Tributary
Width
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 3"
N/A
14.0
1 - Uniform (PSF)
0 to 6' 3"
9'
15.0
40.0
-
-
Floor Loads
2 - Point (lb)
1'
N/A
900
-
1200
1500
3 - Uniform (PSF)
0 to 6' 3"
6'
15.0
20.0
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 UG
5/6/2024 6:16:22 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
Weyerhaeuser File Name: 24156
Page 2/4
aFORTEWEB'
Level, F13-1
1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam
PASSED
0
a o
Drawing is Conceptual. 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)
5072 @ 2"
5259 (2.25")
Passed (96%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
4278 @ 1' 6 1/2"
16761
Passed (26%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
22983 @ 9' 3 1/2"
46715
Passed (49%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.224 @ 9' 3 1/2"
0.456
Passed (L/977)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.495 @ 9' 3 1/2"
0.913
Passed (L/443)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/480) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume/size factor of 0.98 that was calculated using length L = 18' 3".
• 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 NDS.
0
Member Length : 18' 4 1/2"
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Factored
1 - Stud wall -SPF
3.50"
2.25"
2.17"
2804
372
1858
2323
5127
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
2.17"
2804
372
1858
2323
5127
1 1/4" Rim Board
• Rim t3oaro is assumed to carry all loads applied directly above it, bypassing the member oeing designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
18' 5" o/c
Bottom Edge (Lu)
18' S" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary
Width
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(1.25)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
1 1/4" to 18' 5 3/4"
N/A
20.0
1 - Uniform (PSF)
0 to 18' 7" (Front)
1'
12.0
40.0
-
-
Floor Load
2 - Uniform (PSF)
0 to 18' 7" (Front)
10'
15.0
-
20.0
25.0
Roof Load
3 - Uniform (PLF)
0 to 18' 7" (Front)
N/A
120.0
-
-
Wall 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 UG
5/6/2024 6:16:22 PM UTC
ForteWEB 0.7, Engine: V8.4.0.40, Data: V8.1.5.0
Weyerhaeuser File Name: 24156
Page 3/4
aFORTEWEB'
Level, RHDR-1
1 piece(s) 4 x 12 DF No.2
PASSED
0
4
0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Id
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1691 @ 0
3281 (1.50")
Passed (52%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1256 @ 1' 3/4"
5434
Passed (23%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3488 @ 4' 1 1/2"
7004
Passed (50%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.039 @ 4' 1 1/2"
0.275
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.064 @ 4' 1 1/2"
0.412
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
Roof Live
Snow
Factored
1 - Trimmer - SPF
1.50"
1.50"
1.50"
660
825
1031
1691
None
2 - Trimmer - SPF
1.50"
1.50"
1.50"
660
825
1031
1691
None
Lateral Bracing
Bracing Intervals
comments
Top Edge (Lu)
8' 3" o/c
Bottom Edge (Lu)
8' 3" o/c
-Maximum allowable bracing intervals based on applied load.
Dead Roof Live Snow
Vertical Loads
Location
Tributary
(0.90) (1.25) (1.15)
Comments
Width
0 - Self Weight (PLF)
0 to 8' 3"
N/A
10.0 1 1 --
1 - Uniform (PSF)
0 to 8' 3"
10'
15.0 1 20.0 1 25.0
Default Load
0
Member Length : 8' 3"
System: Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Weyerhaeuser Notes
Neyerhaeuser 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
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
Neyerhaeuser 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 UG
5/6/2024 6:16:22 PM UTC
ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0
Weyerhaeuser File Name: 24156
Page 4/4