REVIEWED BLD-BLD2021-1071+Structural_Analysis_or_Calculations+8.2.2021_7.11.26_AM+2332833BLD2021-1071
RECEIVED
ESG
DESIGN
Eli Grassley, P.E.
Aug 03 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
• • • • •REVIEWED
Client:
Frances Fedoriska
= BY € March 12, 2021
CITY OF EDMONDS €
Property:
9601 Laurel Lane
.BUILDING DEPARTMENT .
Edmonds, WA 98020
RE:
Structural Analysis of Kitchen Wall Removal
Dear Frances,
SUMMARY:
ESG Design has been retained to assist in the structural analysis of
your proposed interior remodel project at the Edmonds area address
listed above. A site visit was performed on February 11, 2021 to
review and assess the proposed removal of your existing main floor
kitchen/pantry interior wall. Original blueprint drawings were not
available for review during the site visit, but visual observations and
measurements were made of the proposed remodel location while at
the home. The following report summarizes the structural
requirements which should be observed upon proceeding with the
wall removal project.
Figure 1. Exterior view of home
STRUCTURAL OBSERVATIONS &ANALYSIS:
The existing 1-story home is built in a mid-century modern style, with a prominent low -slope roof spanning
across the home to a central ridgeline. The roof framing above the entry and living room areas of the home is
readily visible as large timber rafter beams. The roof framing above the kitchen, dining and bedroom wings of
the home are concealed above a flat ceiling however. In order to observe the kitchen area roof framing, an
access hole was cut into the ceiling above the laundry closet. From this access hole a series of photos were
taken to record the structural framing layout above the kitchen/dining areas (see Figures 2,3,4).
The roof framing observed is different than the exposed living room area timber beams. Instead, the kitchen
area is framed with 2x6 rafters spaced at 24", and spanning approximately 12-ft between interior bearing wall
lines. One of the bearing wall lines which is present in the home is the east -wall of the laundry closet (see
highlighted area in Figure 2). The other 3 walls of the laundry closet were confirmed to be non-structural, and
may be freely removed. The remainder of this report will outline two options which you may consider towards
removing or modifying the east wall of the laundry closet.
ENGINEERED • STRUCTURES • GLOBAL • DESIGN
ESG Design, PLLC - 12540 202nd PL SE, Issaquah, WA 98027 engineer@esg-design.com 206-660-2044
EESG DESIGN
Figure 2.• Roof framing above laundry east wall
OPTION 1 — Leave Existing Structural Bearing Columns:
At present, the roof above the kitchen/laundry area is supported c
two beams which are flush -framed into the ceiling (see Figure 2).
These two ceiling beams are supported on the existing corners of
the laundry closet east wall (see Figure 5). The "low cost" option b
remodel the laundry closet is to remove all of the closet walls, sav(
for the 2 corner support columns. These column locations would
need to be upgraded (replaced) with new solid 4x4 wood posts
which are installed and secured to be stable as isolated columns.
Existing ceiling
beam (A)
Existing ceiling
beam (A)
Bearing posts
locations
Figure 5.• Option 1 bearing columns
Eli Grassley, P.E.
Figure 3.• roof beam above kitchen
Figure 4.• Bearing line at dining room wall
New 16' span
ceiling girder
beam
ffRemove
laundry closft- 9 et ,
H
Figure 6.Option 2 ceiling girder beam
ENGINEERED • STRUCTURES • GLOBAL • DESIGN I Fedoriska Wall Demo
EESG DESIGN
Eli Grassley, P.E.
OPTION 2 — Install New Long -Span Ceiling Girder Beam:
If keeping the vertical structural columns at the laundry closet east wall location is too obtrusive, an alternative is
to remove the existing ceiling beams in the attic space and replace with a new long -span girder beam. Based on
preliminary structural analysis, the required specifications for the new ceiling beam would be as follows:
New Ceiling Beam: 3-1/2" x 15" 24F-V4 Glulam (may be recessed above ceiling)
New End Supports: Remove drywall to verify minimum (4)2x4 bearing studs, or add new solid 4x4 DF#2 post
Post Foundations: Existing exterior wall foundation is structurally acceptable
Verify or add new 20"x20"x7" pad footing in crawlspace below interior bearing point.
Sample markups describing the Option-2 beam installation layout are provided in Figure 6. It is advised that you
discuss the costs of this option with a qualified remodel contractor to assess the scope of the project.
I trust that the above report provides you with sufficient detail to proceed with your project. If you have any
questions or require further analysis or recommendations please feel free to contact our office.
Regards,
W�lSpti�
Eli S. Grassley, PE
ESG Design / B 01810. : ��V�
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ENGINEERED • STRUCTURES • GLOBAL • DESIGN IFedoriska Wall Demo Page 3
FEDORISKA
Engineered Structures Global Design, PLLC
www.esg-design.com
BeamChek v2020 licensed to: ESG Design Reg # 4151-64740
NEW CEILING BEAM
Prepared by: ESG Date: 3/16/21
Selection 3-1/8x 15 GLB 24F-V4 DF/DF Lu = 16.0 Ft
Conditions NDS 2015
Min Bearing Area R1= 5.8 in R2= 5.8 in (1.5) DL Defl= 0.27 in Recom Camber= 0.40 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span
16.0 ft
Reaction 1 LL
2300 # Reaction 2 LL 2300 #
Beam Wt per ft
11.39 #
Reaction 1 TL
3791 # Reaction 2 TL 3791 #
Bm Wt Included
182 #
Maximum V
3791 #
Max Moment
15165'#
Max V (Reduced)
3199 #
TL Max Defl
L / 240
TL Actual Defl
L / 360
LL Max DO
L / 360
LL Actual Defl
L / 718
Section (in')
Shear (inz)
TL DO (in)
LL Defl
117.19
46.88
0.53
0.27
96.96
17.38
0.80
0.53
OK
OK
OK
OK
83%
37%
67%
50%
Fb (psi)
Fv (psi)
E (psi x mil)
Fe-L (psi)
Reference Values
2400
240
1.8
650
Adjusted Values
1877
276
1.8
650
Cv Volume
1.000
Cd Duration
1.15
1.15
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
1.00
1.00
1.00
Cl Stability
0.6800 Rb
= 23.45 Le
= 29.83 Ft
Loads Uniform LL: 288 Uniform TL: 403 = A
Par Unif TL Start End
H = 60 0 16.0
H
Uniform Load A
R1 = 3791 R2 = 3791
SPAN =16FT
Uniform and partial uniform loads are Ibs per lineal ft.