REVIEWED BLD2023-1482+Structural Calculations+11.17.2023_2.55.13_PM+3908337Portland, Oregon
REVIEWED
BY
CITY OF EDMONDS
t �� VISTA
►�/4 -STRUCTURAL—
IV ING, 1.
Client:
Kansas City, Missouri
errs Irma Foundation Systems
Structural Calculations
Boucher Residence — Egress Well
21321 Pioneer Way
Edmonds, Washington 98026
Structural analysis and design for new egress well and opening.
REVIEWED BY: Dennis Heier, PE 0
RECEIVED
Nov 20 2023
CITY OF EDMONDS
DEVELOPMENTSERVICES
DEPARTMENT
IM493101YANERO A
VISTA STRUCTURAL ENGINEERING, LLC
11575 SW PACIFIC HWY #2262 PHONE: 971.233.6099
TIGARD, OREGON 97223 VISTASTRUCTURAL.COM
DESIGN LOADS:
DEAD LOADS
ROOF
15 PSF
CEILING
5 PSF
FLOORS
15 PSF
WALLS (EXTERIOR)
13 PSF
WALLS (INTERIOR)
9 PSF
CONCRETE WEIGHT 150 PCF
MASONRY WEIGHT 78 PSF
CHIMNEY WEIGHT 45 PSF
LIVE LOADS
ROOF (SNOW + RAIN -ON -SNOW SURCHARGE) 25 PSF
FLOORS (SLEEPING) 30 PSF
FLOORS (NON -SLEEPING) 40 PSF
Wood Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31
DESCRIPTION: (N) HEADER
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend- xx 1600 ksi
Fc - Prll
1350 psi
Eminbend - xx 580 ksi
Wood Species : Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade : No.2
Fv
180 psi
Ft
575 psi
Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
2-2xs
Span = 4.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR)
Uniform Load : D = 0.090, Tributary Width =1.0 ft, (WALL)
Uniform Load : D = 0.0170, S = 0.0250 ksf, Tributary Width = 4.0 ft, (ROOF)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio =
0.510 1
Maximum Shear Stress Ratio
=
0.324 :
1
Section used for this span
2-2x8
Section used for this span
2-2x8
fb: Actual =
550.40psi
fv: Actual
=
58.25 psi
Fb: Allowable =
1,080.00psi
Fv: Allowable
=
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
2.000ft
Location of maximum on span
=
3.401 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.012 in
Ratio = 3946>=480
Max Upward Transient Deflection
0.000 in
Ratio = 0 <480
Max Downward Total Deflection
0.023 in
Ratio = 2095 >=360
Max Upward Total Deflection
0.000 in
Ratio = 0 <360
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FN C i
Cr
C m C t C L M fb
Pb
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.266 0.169
0.90
1.200 1.00
1.00
1.00 1.00 1.00 0.57 258.17
972.00
0.40
27.32
162.00
+D+L
1.200 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.510 0.324
1.00
1.200 1.00
1.00
1.00 1.00 1.00 1.21 550.40
1080.00
0.84
58.25
180.00
+D+S
1.200 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.281 0.179
1.15
1.200 1.00
1.00
1.00 1.00 1.00 0.77 349.49
1242.00
0.54
36.99
207.00
+D+0.750L
1.200 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.354 0.225
1.25
1.200 1.00
1.00
1.00 1.00 1.00 1.05 477.34
1350.00
0.73
50.52
225.00
+D+0.750L+0.750S
1.200 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.0 ft 1 0.439 0.279
1.15
1.200 1.00
1.00
1.00 1.00 1.00 1.20 545.83
1242.00
0.84
57.77
207.00
+0.60D
1.200 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00
0.00
Wood Beam File: Warren.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31
i.i i
DESCRIPTION: (N) HEADER
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FN
C i Cr C m C t C L M fb
F'b V
fv F'v
Length = 4.0 ft 1 0.090 0.057
1.60 1.200
1.00 1.00 1.00 1.00 1.00 0.34 154.90
1728.00 0.24
16.39 288.00
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span Load Combination
Max. "+" Defl
Location in Span
+D+L 1
0.0229
2.015
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.205
1.205
Overall MINimum
0.200
0.200
D Only
0.565
0.565
+D+L
1.205
1.205
+D+S
0.765
0.765
+D+0.750L
1.045
1.045
+D+0.750L+0.750S
1.195
1.195
+0.60D
0.339
0.339
L Only
0.640
0.640
S Only
0.200
0.200