REVIEWED RESUB 1-BLD2024-0535+Structural_Analysis_or_Calculations+6.3.2024_11.06.16_PM+4298090BLD2024-0213
RESUB
Jun 04 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
LVE IEW Malone Residence REVIEWED
T U R A L Structural Calculations BY
E E R I N G By Jon Conner, P.E., S.E. CITY OF E D M O N D S
206-914-9536 Lakeview Structural Engineering
LakeviewSE@Outlook.com
Design Criteria: 16123 N Meadowdale Beach Rd, Edmonds WA 98026
Lateral Loading_ parameters: N/A
Other design values used:
Occupancy Category: Single Family Residential
Structural System: Wood framed shear walls
Concrete: 2500psi with 40,000psi reinforcing
Structural Timber: DFL #2 or better
Glulam: 24F-V4 DF/DF
Framing timber: SPF or Hem Fir Stud grade
ni-nd T.narlc-
Concrete: 150 pcf.
2x6 exterior walls: 12 psf
2x4 partition walls: 8 psf
Roof dead load: Total dead load = 12 psf. Includes: Roofing: 1.5 psf, 5/8-inch
sheathing: 2.0 psf, Trusses or Joists: 2.0 psf; Insulation: 0.5 psf; one layer
of 5/8 inch Gypboard: 3.0 psf; Miscellaneous mechanical: 3 psf.
Live Loads:
Floors: 40 psf
Decks: 60 psf
Snow Load:
Roof Snow load: 25 psf
Design Codes and References:
2021 IBC, IRC for load calculations and general design criteria
ASCE 7-16 for load calculations and general design criteria
Concrete: ACI 318 —19
Timber: ANSI / AF&PA NDS-2018 for Wood Construction
Special Design Provisions for Wind and Seismic 2015
f2024
Malone Remodel
Structural Calculations
KEVIEW
RUCTURAL
16123 N Meadowdale Beach Rd, Edmonds Structural Calculations
- Basement Remodel: Size header for new opening
- DF-L No 2 or better structural members, 24F-V4 DF/DF Glulam members
- Opening modification is on rear longitudinal wall. Weight of roof, 3rd floor, and 2nd floor will hold
down wall and counter any wind/seismic shear increase. Therefore lateral is OK by inspection.
Gravitv Load Distribution
Ld:=12 Roof dead load (psf)
hi :=14 Height of walls (ft)
P,h := 25
wf := 40
Roof snow load (psf)
Floor live load (psf)
Assume girder trusses carry concentrated roof load ea side of dormers
�L � 10 • 25
proof :=d +psh =2312.5
Concentrated load from roof Ibs)
(
2 2
W3:= (Ld+wf) •
(22-2
Uniform load from 3rd floor (plf)
1=572
p3:=W3 • 0 =2860
concentrated load from 3rd floor (Ibs)
w2:= (Ld+wf) •
17.5 +6� =767
Uniform load from 2nd floor (plf)
2
New header size:
w,.r:=w2=767
Uniform load to header (Ibs)
/rr:=9
Total length of beam (ft)
prr:=p,.J+p3=5172.5
Concentrated load to beam (Ibs)
arr:=1.5 brr:=Ill — all
=7.5
Distance to concentrated load (ft)
12 • w , � 12 prr
r, • l rr
•arr • brr
M := +
= 170778
Max moment to header (in-Ibs)
8
/rr
wr, • l,r
Vrr := +prr= 8624
Max beam shear (Ibs)
2
12
/4
4r,.:= =0.225
Limit deflections to L/360 (in)
80
Mr`.
S.:= =71.16
r
Section modulus required (in^3)
2400
5 • wrr • 1"4 • 1728
prr • arr2 • brr2 •1728
MOI required (in^4)
1 _ +
rr 384.1.8.106.4rr
= 383
3.1.8.106•lrr•d,.r
Use 5.5"x10.5"GLB
(I = 530 in^4, S = 101 in^3)
By: J. Conner, PE, SE
Lakeview Structural Engineering
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