REVIEWED BLD-RESUB 1-Structural_Calculations+4.29.2021_11.34.02_AM+2170801RESUB
Apr 29 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
TN Design Associates, AIA, Inc.
Structural Calculations
9813 215th Street SW
Seattle, Washington
Prepared for
Mace Burke & Janine Flowers
Prepared by:
Timothy Newberry, AIA
2905 158th Place SW
Lynnwood, Washington
,2777
REGISTERED
ARCHITECT
TIM TI S RWR RV I
STA F WASHIN T
March 1, 2021
.............................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
Page 1 1
1 Project Overview
1.1 Scope:
A kitchen remodel and proposed small addition to the kitchen constructed over the top of an
existing basement is being proposed in a residential building located at 9813 2151h Street SW,
Edmonds, WA. The addition consists of approximately 98 sq. ft. of new interior living space.
1.2 Applicable Codes:
The property is located outside the Edmonds City limits and within the Snohomish County limits.
Thus the 2015 International Residential Code (IRC), 2015 International Building code (IBC), and
2015 American Wood Council Manual (AWC) apply.
2 Building Information
❖ Single-family Multi -Level Residential Building
❖ Conventional light wood framing
❖ The foundation of the basement consist of slab on grade with spread footing, CMU
and Wood framed perimeter walls. (step out basement)
❖ The existing roof consists of composite shingles
❖ The existing exterior walls are covered with wood plank siding
❖ The additional living area will be framed above the existing basement.
3 Building Information
3.1 Dead Loads:
Dead Loads were calculated using the existing or proposed size and materials (best guess for
existing). The floor dead load as 12 psf. The weight for the exterior walls was taken as 10 psf.
Page 1 2
3.2 Live Loads:
Live Loads will be taken from the 2018 Washington State IRC amendment, table 1607. See table
below:
2015 IBC Table 1607.1 With WA State Amendments
OCCUPANCY OR USE
MINIMUM UNIFORM
CONCENTRATED
DISTRIBUTED LIVE LOAD (psf)
LOAD (Ibs)
5. Balcony & Decks
1.5 times load of area served
-
14. Garages (Passenger Vehicles
Only)
40
3000
25. Residential Uninhabitable Attic
Without Storage
10
25. Residential Uninhabitable Attic
With Storage
20
25. Residential Habitable Attic &
Sleeping Areas
30
25. Residential All Other Areas
40
-
26. Roofs - Ordinary Flat, Pitched, &
Curved Roofs (Non -Occupiable)
20
300
3.3 Seismic Loads:
The seismic loads will be obtained using the ASCE 7-10 with a Seismic Design Category D2.
3.4 Wind Loads:
The seismic loads will be obtained using the ASCE 7-10 with exposure B and the ultimate wind
speed of 110 mph.
3.5 Snow Loads:
A roof uniform load of 25 psf was used, as defined by the City of Edmonds building codes.
3.6 Earth Loads:
Earth loads/pressures shall be obtained from the ASCE 7-10 code. The frost depth shall be taken
as:
One story 12 "
Two story 18 "
Three story 24 "
Page 1 3
4 Beam Analysis:
All bending members sized within this structure shall conform to the minimum deflection criteria
as described in table 1604.3 of the 2018 IRC. An excerpt of this table is shown below:
2015 IBC Table 1604.3 Deflection Limits'
L
SOrWf
D+Ld
Roof Members
Supporting Plaster Or Stucco Ceiling
L/360
L/360
L/360
Supporting Nonplaster Ceiling
L1240
L/240
L/180
Not Supporting Ceiling
L/180
L/180
L/120
Floor Members
L/360
-
L/240
Exterior Walls
With Plaster Or Stucco Finishes
-
L/360
-
With Other Brittle Finishes
-
L/240
-
With Flexible Finishes
-
L/120
-
a: ine aerieciion nmiilortne u*c ioaw comoinat[on omyappnes io ine aeneQton owe to
the creep component of long-term dead load deflection plus the short-term live load
deflection.
f: The wind load is permitted to be taken as 0.42 times the "component and cladding'
loads for the purpose ofdeterminingdeflection limits herein. Where members support
glass in accordance with section 2403 usingthe deflection limit therein, the wind load
shall be no less than 0.6 times the "component and cladding" loads forthe purpose of
determining deflection.
is For cantli ever members, I - shall betaken as twice the length of the cantilever
All bending members sized in this structural addition have undergone an evaluation that
determines structural adequacy for all of the following:
❖ Shear
❖ Bending Moment
•'• Plate Bearing
❖ Lateral Torsional Bracing
Calculations indicating the structural performance of each member are summarized in sections 4.1
Page 14
4.1 Beam Analysis:
fFORTE"CM
MEMBER REPORT
Level, Roof: Drop Beam
i piece(s) 3 1/2" x 9 1/2" 24F-V4 OF Glulam
Gverall Ler�g-h: 1G1jA
0 0
15' 6"
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual cm Location
Allowed
ReSUIt
LDF
Load: combination (Pattern)
Member Reaction (Ibs)
550 @ 2"
7656 (3.50")
Passed (9%)
—
1.0 D + 1.0 5 (All Spans)
Shear files)
571 @ 1' 1"
6755
Passed (81%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
2545 @ 8' 1/2"
12109
Passed (21 h)
1.15
1.0 D + 1.0 S (All Spans)
Live Load DeB. (in)
0.154 Cd 8' 1/2"
0.788
Passed (L/999+)
--
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.252 Cd 8' 1/2"
1.050
Passed (L/749)
--
1.0 D + 1.0 S (All Spans)
• Dainestlon cril LL (U240) and TL (L1180).
• 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 langt)I L = 15' 9".
• The effects of positive or negative camber have not been acwu nted fer when ea leulating 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.
Supports
113earin9 Lea9th
Loads to Supports (Ill
Accessories
Total
Available
Required
Dead
Roof Live
Snow
I Total
1 - Stud wall - DF
3 SO"
3.50"
1.50"
256
1 322
902
1 982
Blocking
2 - Stud wall - DF
3.50"
3.50"
1.50"
258
322
402
982
Blocking
Blocking Panels are assumed W carry no loads applied dirsdy, ahove them and the full load is applied to the member being designed,
Lateral Bracing
Bracing Intervals
comments
Tap Ed". (Lu)1
16' 1" o/c
Bottom Edge (Lu)
16' 1" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.9o)
Roof Live
(non -snow: 1.25)
Snow
U is)
Comments
0 - Self Weight (PILE)
0 W 16' 1"
N/A
8.1
—
--
1 - Uniform (PSF)
0 to 16' r (Front)
2'
12.0
20,0
25.0
Default Load
PASSED
System : Reef
Member Type : Dmp Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology: ASD
Member Pitch : 0112
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 Boats, 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 7CC-ES under evaluation reports ESR-1153 and ESR-1387
and/ar tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeu ser.com(woodpmducts/document-I I b rary.
The product application, input design loads, dimensions and support information have been provided by Formi Software Operator
Fortei Software Operator
lob Notes
Tim Newheny
TN Design Assoclates,AEA.Inc
(808) 389-1452
cardontimCgmail-in
3/14/2021 3:50:07 PM UTC
FcrteWEB 0.1, Engine: V8.1.6.2, Data: V8.0.1.0
xP4e,h,e ser
File Name: ]an flowers
Page 1 / 1
Page 15
5 Column Analysis:
All column members sized within the structure shall conform to the minimum deflection criteria
as described in Table 1604.3 of the 2018 IRC, found in section 4.
All column members sized in this structural addition have undergone an evaluation that determines
structural adequacy for all of the following:
❖ Slenderness
•'• Lateral Bending
•'• Plate Bearing
•'• Lateral Deflection
❖ Bending/compression due to eccentric loading
Page 1 6
1 F O R T E CM MEMBER REPORT PASSED
Level, Free Standing Post
1 piece(s) 4 x 4 Douglas Fir -Larch No. 1
Post Height: 8'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
27
50
Passed (55%)
-
Compression (Ibs)
740
7479
Passed (10%)
1.00
1.0 D + 1.0 L
Base Bearing (Ibs)
740
7656
Passed (10%)
--
1.0 D + 1.0 L
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 Douglas Fir -Larch Building Code IBC 20 15
Design Methodology : ASD
Max unbraced Length Comments
Full Member Length No bracing assumed.
Drawing is Conceptual
Vertical Load
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Point (lb)
660
80
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 -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
ancli tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www. were rh ae user. com/wood products/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Tim Newberry
TN Design As.ciates,A]A.Inc
(808)389-1452
carbontirr itcam
3/14/2021 3:56:17 PM UTC
AForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0
wgrhneuser File Name: Jan flowers
Page 1 / 1
6 Connections:
All interior gravity load connection conditions were sized using Simpson Strong -Tie connectors.
All uplift and exterior connectors were designed following provisions published in the Simpson
Strong -Tie Design Manual, following design provisions published in the 2018 IRC and the 2018
American Wood Council National Design Specifications. (See Structural detail sheets for specific
connection callouts)
6.1 Rafters to top plate
Each rafter shall be attached to the double top plate using a minimum of a single H1 hurricane tie.
(See Structural detail sheets for connection specific callouts)
6.2 Beam or Girder to column end cap
Each column as specified on the plan shall be attached to the beam above using a column cap as
specified, (See Structural detail sheets for connection specific callouts)
Page 1 8