REVIEWED BLD2022-0080+Structural_Analysis_or_Calculations+1.21.2022_3.50.49_PM+2635139Structural Analysis and Calculations
for
Residential Remodel
310 Daley Street
Edmonds,WA
for
Augustus Bukowski
310 Daley Street
Edmonds,WA
by
N.L. Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
360-876-2284
NLO# 11950-22
January-22
RECEIVED
Jan 25 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
REVIEWED
BY
CITY OF EDMONDS
Scope of Work:
Engineering for interior remodel.
Analysis was done using the 2018 International Building Code
Materials:
Reinforcing Steel: ASTM A615 Grade 60
Concrete: fc = 2500 psi
Design Assumptions:
Soil Properties: 1500 psf Bearing Capacity, 250 psf/ft lateral capacity (assumed)
Design Wind: 110 MPH 3 sec gust
Seismic Zone D
Ss = 160%
S, = 60.0%
Snow Load: 30 psf Ground
Dead Loads
Live Loads
Snow Loads
Floor = 12
psf(3 Joists,3 subfloor, 4 coverings)
Wall = 10
psf(1.5 studs,2.5 sheathing,0.5 insul. 3 paneling)
Roof = 15
psf (2 psf truss, 1 insulation, 3 ceiling, 5, roofing)
Floor, Lf =
40 psf (60 psf Deck)
Roof, Lr =
25 psf
Exposure Category C
(ASCE 7-16 26.7.3)
Risk Category 11
(ASCE 7-16 1.5-1)
Ct =
1.1 (ASCE 7-16 Table 7.3-2)
Ce =
0.9 (ASCE 7-16 Table 7.3-1)
Is =
1 (ASCE 7-16 Table 1.5-2)
Cs =
1 (ASCE 7-16 Figure 7.4-1)
Pg =
30 psf (ASCE 7-16 Table 7.2-5)
Pf = 0.7Ce*Ct*Is*Pg
Pf = 20.79 psf (ASCE 7-16 7.3-1)
Ps = Cs*Pf
Ps = 20.79 psf (ASCE 7-16 7.4-1)
Use 25 psf for design
Wind Loads
Vult = 110 mph (3 Sec. Gust)
Exposure B
Seismic Loads
Site Class D (Assumed)
Ss = 1.6 (USGS)
S1 = 0.6 (USGS)
Description :
Wood Beam Design: Roof Beam 1
Project Title:
Engineer:
Project ID:
Project Descr:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 5.5x12, GLB, Fully Braced
Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi
Applied Loads
Unif Load: D = 0.0150, Lr = 0.0250, S = 0.0250 k/ft, Trib= 10.0 ft
Design Summary
Max fb/Fb Ratio
= 0.249. 1
fb : Actual :
1,291.82 psi at 7.000 ft in Span # 1
Fb : Allowable:
5,184.00 psi
Load Comb:
+1.20D+1.60Lr
Max fv/FvRatio =
0.139 : 1
fv : Actual :
79.35 psi at 13.020 ft in Span # 1
-
Fv: Allowable:
572.40 psi
Load Comb:
+1.20D+1.60Lr M
Max Reactions (k)
D L Lr S W E H
Left Support
1.05 1.75 1.75
Right Support
1.05 1.75 1.75
14.0 ft
Transient Downward 0.152 in
Ratio 1102
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.244 in
Ratio
689
LC: +D+Lr
Total Upward
0.000 in
Ratio
9999
LC:
Wood Beam Design: Roof Beam 2
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 3.5x6, GLB, Fully Braced
Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F-V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi
Applied Loads
Unif Load: D = 0.0150, Lr = 0.0250, S
= 0.0250 k/ft, Trib= 5.0 ft
Design Summary
Max fb/Fb Ratio
= 0.483 : 1
fb : Actual :
2,506.43 psi at
5.500 ft in Span # 1
Fb: Allowable:
5,184.00 psi
Load Comb:
+1.20D+1.60Lr
Max fv/FvRatio =
0.182 : 1
fv : Actual :
104.05 psi at
0.000 ft in Span # 1
Fv: Allowable:
572.40 psi
Load Comb:
+1.20D+1.60Lr
Max Reactions (k)
D L Lr
S W E
Left Support
0.41 0.69
0.69
Right Support
0.41 0.69
0.69
11.0 ft
H Transient Downward 0.365 in
Ratio 361
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
0.584 in
Ratio
225
LC: +D+Lr
Total Upward
0.000 in
Ratio
9999
LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam Design: Roof Beam 3
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 3.5x12, GLB, Fully Braced
Using Load Resistance Factor Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species: DF/DF
Wood Grade: 24F-V4
Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi
Fv 265.0 psi Ebend- xx 1,800.0 ksi Density
31.210 pcf
Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi
Ft 1,100.0 psi Eminbend - xx 950.0 ksi
Applied Loads
Unif Load: D = 0.0150, Lr = 0.0250, S = 0.0250 k/ft, 0.0 ft to 7.0
ft, Trib= 6.50 ft
Unif Load: D = 0.0150, Lr = 0.0250, S = 0.0250 k/ft, 7.0 to 10.50 ft, Trib= 12.0 ft
1 Point: D = 0.50, Lr = 0.70, S = 0.70 k @ 7.0 ft
Design Summary
--
Max fb/Fb Ratio = 0.274: 1
D 0.09750 Lr 0.1625 S(0.1625 N0.180) Lr(0_30LSJO.30)
fb : Actual : 1,419.17 psi at 7.000 ft in Span # 1
Fb: Allowable: 5,184.00 psi
Load Comb: +1.20D+1.60Lr
Max fv/FvRatio = 0.211 : 1
3.5x12
fv : Actual : 120.51 psi at 9.520 ft in Span # 1
_ 10.50 ft
Fv : Allowable: 572.40 psi
Load Comb: +1.20D+1.60Lr
Max Deflections
Max Reactions (k) D L Lr S W E
H Transient Downward 0.087 in Total Downward
0.143 in
Left Support 0.73 1.17 1.17
Ratio 1444 Ratio
882
Right Support 1.09 1.72 1.72
LC: Lr Only LC:
+D+Lr
Transient Upward 0.000 in Total Upward
0.000 in
Ratio 9999 Ratio
9999
LC:
LC: