REVIEWED BLD2021-1360+Structural_Analysis_or_Calculations+1.27.2022_1.15.48_PM+2645873BTL
ENGINEERING
REVIEWED
BY
CITY OF EDMONDS
PROJECTRECORD APPROVED
19011 Wood-Sno Road NE, Suite 100
Woodinville, WA 98072-4436
Phone: (425) 814-8448
Fax: (425) 821-2120
Date: January 25, 2022 PLANS MUST B E
To: Fitch & Company
Attn: Selena Fitch ON JOB SITE
From: Ryan Hartman, P.E.
Project: Blackstone Altwegg Condo Remodel Pages: 3 + Attachments
526 Maple Street Unit 101 — Edmonds, WA
Dear Selena,
REVISION
Jan 27 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BTL Engineering performed a site visit on January 13`' to review the as -built framing at an existing
hall bathroom and master bathroom at the project and address listed above. The building is a 3-story
condo structure with one level of parking underneath. The roof, third floor and second floor levels
are framed with conventional lumber and the first floor/garage are supported by concrete beams
and columns. The unit being remodeled, Unit 101, has two units directly above with similar layouts.
As -built framing was provided to BTL Engineering by the contractor for all levels in the area of
work. The wall being moved, as shown in Figure 1 below, is being shifted approximately 12"-18"
and approximately 4-3/4" offset from the existing closet bearing wall line. Upon reviewing the as -
built drawings, it was apparent that no roof load is supported on the wall being modified, and the
floor is supported by a 6x10 beam at the level above and for this existing unit. However, for the unit
being remodeled (Unit 101), the 6x10 beam was not installed and the wall being moved is
supporting the existing floor joists. After a check of the existing floor joists with the existing floor
dead and live loading, 2x10 HF #2 joists @ 16"oc are adequate for this increased span. Refer to
Figure 2 below for as -built framing in the area of work.
January 25, 2022
r ■��1■
r
3CATION OF MISSING
J
:]6X10 BM PER AS-
g
[m
U I LTS
r
g- 4 4--4
- 103; A If G I"
53'-S 3
!A-Y
c[ use n
Figure 1. Proposed Bath Wall Shift Layout.
• Page 2
January 25, 2022
Figure 2. As -built Floor Framing.
BTL Engineering recommends installing 2x10 blocking over this new bearing wall and attach to the
top plate with 0.131"x3" toenails at 6" on center. One bay of blocking may be omitted as required
for existing HVAC/ventilation. The wall framing is adequate as 2x4 HF#2 studs spaced at 16" oc.
For the desired 2'-0" long soap niche installed on this wall, install a 4x6 HF#2 header for support
with one 2x4 trimmer/king stud each end. Refer to the attached Structural Calculations for
additional information.
Give me a call if you have any questions or comments.
Sincerely,
Ryan Hartman, P.E.
BTL Engineering
Attachments: Structural Calculations
0 Page 3
BTL
19011 Wood-Sno Road NE, Suite 100
Woodinville, WA 98072-4436
Phone: (425) 814-8448
Fax: (425) 821-2120
Structural Calculations
For
Blackstone Altwegg Condo
Remodel
526 Maple Street — Unit 101
Edmonds, WA
January 21, 2022
Prepared by
Ryan Hartman
BTL
M= G,(-� k.ft
V= (MIS
6V (LL)
L/240 = �� (TL)
EI, d = x1061b.in2
x (ra C-�Z
M = k.ft
V=
L/360 = (LL)
L/240 = (TL)
EIreq'd = x1061b.in2
Proj ect:
V" EC -A
POCKET
W-AMR
(i)2x
TRI
aysr+ eEer+
( )2x
STUD 6R w
� �nM
( )2x
5TUD GROUP
HSR BT'
TRUSS MFR
H&R
cw L eeW
_PO5T
FOOTING
IOTHER
( )2x
TRIMMER
()2x
POCKET
( )2x
STUD 6ROUP
rw BEAM
( )2x
STUD GROUP
HOR BY
TRUSS MFR
F1115H BEFhI
H6R
EAMPOST
r
GIOTHER
Designed By:
19011 Wood-Sno Road NE, Suite 100
Woodinville, WA 98072-4436
PhnnP• 495_R14-RAAR
Fax: 425-821-2120
PACKET
TRI
MAW2x
STUD GROUP
(�)2x
STUD GROUP
f"R
H6R BY
TRUSS MM
CnNM—roaM*
BEAM
POST_
DOM BEM
( )2x
POCKET
()2x
TRIMMER
MAW BRlr*
STUD 6ROUP
eEAN
5TUD 6ROUP
HOR BY
TRUSS MFR
H6R
ZR CAM
POST_
�OOTIN6
Date:
Project Number:
Client:
e(3
Scale: Page:
a" O R T CM MEMBER REPORT PASSED
Floor Framing, Floor: Existing Joist
1 piece(s) 2 x 10 HF No.2 @ 16" OC
Overall Length: 9' 2"
8' 7" L
1I ❑2
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)
398 @ 2 1/2"
1215 (2.00")
Passed (33%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
315 @ 1' 3/4"
1388
Passed (23%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
855 @ 4' 7"
1917
Passed (45%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.055 @ 4' 7"
0.219
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.092 @ 4' 7"
1 0.438
1 Passed (L/999+)
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/480) 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
Total
1 - Stud wall - HF
3.50"
2.00"
1.50"
165
244
409
1 1/2" Rim Board
2 - Stud wall - HF
3.50"
2.00"
1 1.50"
165
244
409
1 1/2" Rim Board
• Kim boara is assumea to carry aii ioaas appiiea airecuy aoove it, Dypassing me memoer Demg aesignea.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu) 8' 11" o/c
Bottom Edge (Lu) 8' 11" o/c
-Maximum allowable bracing intervals based on applied load.
! DL FLOOR + 13PSF DL
5" GYPCRETE TOPPING)
Vertical Load
Location (Side)
Spacing
Dead
(0.90
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 9' 2"
16"
27.0
40.0
Default Load
Member Notes
Existing joist
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : Aso
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
vvww.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
Ryan Hartman
BTL Engineering
(425) 814-8448
ryan.hartman@btleng.net
1/21/2022 9:37:41 PM UTC
ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16
Weyerhaeuser File Name: Blackstone Altwegg Condo
2/3
19011 Wood-Sno Road
W'oodim?ille, W
BT111 DL = (27PSF * 7 FT * 2 FLOORS) + (8PSF * 7.75FT * 2 FLOORS = 502 PLF Phonc:
E,i NGINHE 1 LL = (40 PSF * 7 FT * 2 FLOORS) = 560 PLF rah.
Stud Wall Design
Based on 2018 NDS Combined axial and bending formula:
[fc/Fc']` + fb/Fb'[1-(fo/FoE)] < 1 in which: FcE = 0.822(Emin')/G/d)2
Wall: Exterior Walls Wall Height: 8 ft
Desired Stud Spacing: 16 in oc
No Fire Rating 1W Design Axial Dead Load: 502 plf
2A 1W Design Axial Live Load: 560 plf
Hem Fir Stud 9W Design Axial Snow Load: 0 plf
Design Lateral Pressure (0.6W): 5 psf
Deflection Criteria: L/ 120
STUD CHECK
edd
<
50
OK
D+0.6W (CD = 1.60)
[fc/Fo']2 + fb/Fb'[1-(fc/FEE)] =
0.29
<
1
OK
fc/FcE2 + (fb/Fbe)2 =
0.00
<
1
OK
D+0.75L+0.75(0.6W)+0.75S (CD = 1.60)
[fo/Fc']2 + fb/Fb'[1-(fc/Foe)] =
0.51
<
1
OK
fo/F;E2 + (fb/Fbe)2 =
0.00
<
1
OK
D+0.75L+0.75S (CD = 1.15)
fo/Fo' =
0.56
<
1
OK
D+L (CD = 1.0)
fc/Fc' =
0.67
<
1
OK
Deflection (No Increase for Load Duration):
Defl: L/ 120 = 0.80
0.10
<
0.80
OK
Hem Fir Stud
2x4
@ 16 oc
OK
PLATE CRUSHING CHECK
Checks Crushing for Stud Spacing`
No Stress Increase for Load Duration
Hem Fir Plates: fc/FC1' = 0.46 < 1
OK
Douglas Fir Plates: fc/Fo1' = 0.30 < 1
OK
' Plate must also be checked for bending.
2 Check on crushing only applies to stud spacing. Joists above
must also be checked for crushing effect on plate.
Also, no stress increase is allowed due to load duration.
3/3