REVIEWED RESUB1 BLD2023-1663+Structural_Calculations+2.21.2024_5.42.31_PM+40746471 of 5
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RESUB
info@b2engineers.com Feb 22 2024
425-318-7047(0)
425-318-0031 (C) CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
VOLPENTEST ADDITION """""'I�EV�EWE°
BY
802 DRIFTWOOD LN, EDMONDS, WA98020 CITY OF EDMONDS
ADDITIONAL STRUCTURAL CALCULATIONS ;BUILDING DEPARTMENT:
PROJECT NO: 23228 DATE:02/19/24
PREPARED BY: BASRI BASRI PE, SE
Design Criteria
International Building Code (IBC) 2018
American Society of Civil Engineers (ASCE) 7-16
Pro
Structural design of porch conversion into living space and deck addition, utilizing conventional wood framing
on shallow concrete foundation. The lateral system for the living space consists of plywood/OSB sheathing with
Simpson holdowns.
Please see attached calculations for your reference
Live Load and Other Structural Criteria
Roof Snow (psf)
25
Residential Live Load (psf)
40
Balcony, Deck and Platform Live Load (psf)
60
Office Live Load (psf)
50
Garage Live Load (psf)
40 with 3000# point load
Retail, Corridor, Walkway Live Load (psf)
100
Allowable Soil Bearing Pressure (psf)
1500 (assumed)
Soil Active Pressure (pcf)
35 (assumed)
Seismic Criteria
Ss, %g
130
S1, %g
50
Risk Category
11
Site Class
D
Ductility Factor, R
6.5
Seismic Performance Category
D
Wind Criteria
Ultimate Wind Speed, mph
98
Building Classifications
II
Wind Exposure Category
B
Topographic Effect, Kzt
1.0
♦ \ Bq
♦ 5� F WA S S •♦
43789
♦3 S/ONAL EN
♦'. 0..,`♦
Project: VOLPENTEST REMODEL
Location: NEW P-1
Column
Column [2018 International Building Code(2018 NDS)]
5.5 IN x 5.5 IN x 12.0 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 4.9%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 3775 lb
Dead Load: Vert-DL-Rxn = 8547 lb
Total Load: Vert-TL-Rxn = 12322 lb
COLUMN DATA
Total Column Length: 12 ft
Unbraced Length (X-Axis) Lx: 12 ft
Unbraced Length (Y-Axis) Ly: 12 ft
Column End Condition-K (e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2 - Douglas -Fir -Larch
B2 Engineers
StruCalc Version 11.1.8.0
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Base Values
Adjusted
Compressive Stress: Fc = 700 psi
Fc' =
428 psi
Cd=1.00 Cp=0.61
Bending Stress (X-X Axis): Fbx = 750 psi
Fbx' =
750 psi
Cd=1.00 CF=1.00
72
ft
Bending Stress (Y-Y Axis): Fby = 750 psi
Fby' =
750 psi
Cd=1.00 CF=1.00
Modulus of Elasticity: E = 1300 ksi
E' = 1300
ksi
Column Section (X-XAxis):
dx =
5.5
in
Column Section (Y-Y Axis):
dy =
5.5
in
Area:
A =
30.25
in2
Section Modulus (X-X Axis):
Sx =
27.73
in3
Section Modulus (Y-Y Axis):
Sy =
27.73
in3
Slenderness Ratio:
Lex/dx =
26.18
Ley/dy =
26.18
L
A
Column Calculations (Controlling Case Only):
_
Controlling Load Case: Axial Total Load Only (L + D)
AXIAL LOADING
Actual Compressive Stress:
Fc =
407
psi
Live Load:
PL = 3775 lb *
Allowable Compressive Stress:
Fc' =
428
psi
Dead Load:
PD - 8468 lb *
Eccentricity Moment (X-X Axis):
Mx -ex =
0
ft-lb
Column Self Weight:
CSW = 79 lb
Eccentricity Moment (Y-Y Axis):
My-ey =
0
ft-lb
Total Axial Load:
PT = 12322 lb
Moment Due to Lateral Loads (X-X Axis):
Mx =
0
ft-lb
* Load obtained from
Load Tracker. See Summa
Moment Due to Lateral Loads (Y-Y Axis):
My =
0
ft-lb
Bending Stress Lateral Loads Only (X-X Axis):
Fbx =
0
psi
Allowable Bending Stress (X-X Axis):
Fbx' =
750
psi
Bending Stress Lateral Loads Only (Y-Y Axis):
Fby =
0
psi
Allowable Bending Stress (Y-Y Axis):
Fby' =
750
psi
Combined Stress Factor:
CSF =
0.95
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
for details.
Project: VOLPENTEST REMODEL
B2 Engineers
Location: NEW B2-1 0.75(SL+LL)+1.ODL - DOUBLE SPAN StruCalc Version 11.1.8.0
Multi -Loaded Multi -Span Beam
Multi -Loaded Multi -Span Beam [2018 International Building COde(AISC 14th Ed
A992-50 W8x18 x 19.75 FT (12 + 7.8)
Section Adequate By: 186.8%
Controlling Factor: Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.01 IN L/MAX 0.01 IN L/8137
Dead Load 0.06 in 0.00 in
Total Load 0.07 IN L/1931 0.02 IN L/6096
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
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CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
REACTIONS A
B
C
Live Load 101 lb
3775
lb 1153
lb
Dead Load 2192 lb
8468
lb 1658
lb
Total Load 2293 lb
12243
lb 2811
lb
Bearing Length 0.63 in
0.63
in 0.63
in
BEAM DATA
Center
Right
Span Length
12 ft
7.75 ft
Unbraced Length -Top
0 ft
0 ft
12 ft 7.75 ft
Unbraced Length -Bottom
12 ft
7.75 ft
STEEL PROPERTIES
W8x18 - A992-50
Properties:
Yield Stress:
Fy =
50 ksi
Modulus of Elasticity:
E =
29000 ksi
Depth:
d =
8.14 in
Web Thickness:
tw =
0.23 in
Flange Width:
bf =
5.25 in
Flange Thickness:
tf =
0.33 in
Distance to Web Toe of Fillet:
k =
0.63 in
Moment of Inertia About X-X Axis:
Ix =
61.9 in4
Section Modulus About X-X Axis:
Sx =
15.2 in3
Plastic Section Modulus About X-X Axis:
Zx =
17 in3
Design Properties per AISC 14th Edition Steel Manual:ACI 318-19
Flange Buckling Ratio:
FBR =
7.95
Allowable Flange Buckling Ratio:
AFBR =
9.15
Web Buckling Ratio:
WBR =
29.91
Allowable Web Buckling Ratio:
AWBR =
90.55
Controlling Unbraced Length:
Lb =
12 ft
Limiting Unbraced Length -
for lateral -torsional buckling:
Lp =
4.34 ft
for Eqn. F2-2:
Lr =
13.48 ft
Nominal Flexural Strength w/ safety factor:
Mn =
29125 ft-lb
Controlling Equation:
F2-2
Web height to thickness ratio:
h/tw =
29.91
Limiting height to thickness ratio for eqn. G2-2: h/tw-limit =
53.95
Cv Factor:
Cv =
1
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
37444 lb
Controlling Moment: -10156 ft-lb
Over right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Controlling Shear: -6981 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections: Rep'd Provided
Moment of Inertia (deflection): 11.54 in4 61.9 in4
Moment: -10156 ft-lb 29125 ft-lb
Shear: -6981 lb 37444lb
Uniform Live Load
0
plf
0
plf
Uniform Dead Load
432
plf
432
plf
Beam Self Weight
18
plf
18
plf
Total Uniform Load
450
plf
450
plf
POINT LOADS - CENTER SPAN
Load Number
One
Live Load
1810 lb
Dead Load
1270 lb
Location
10.75 ft
TRAPEZOIDAL LOADS - CENTER SPAN
Load Number
One
Left Live Load
330 plf
Left Dead Load
240 plf
Right Live Load
330 plf
Right Dead Load
240 plf
Load Start
10.75 ft
Load End
12 ft
Load Length
1.25 ft
RIGHT SPAN
Load Number
One
Left Live Load
330 plf
Left Dead Load
240 plf
Right Live Load
330 plf
Right Dead Load
240 plf
Load Start
0 ft
Load End
7.75 ft
Load Length
7.75 ft
Project: VOLPENTEST REMODEL
B2 Engineers
Location: DB-5 StruCalc Version 11.1.8.0
Uniformly Loaded Floor Beam
Uniformly Loaded Floor Beam [2018 International Building Code(2018 NDS)]
( 2 ) 1.5 IN x 7.25 IN x 6.0 FT
#2 - Hem -Fir - Wet Use
Section Adequate By: 104.5%
Controlling Factor: Moment
CAUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center
Live Load 0.04
IN L/1732
Dead Load 0.01
in
Total Load 0.05
IN L/1412
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
B
Live Load 298
lb 298 lb
Dead Load 72
lb 72 lb
Total Load 370
lb 370 lb
Bearing Length 0.45
in 0.45 in
BEAM DATA
Center
Span Length
6 ft
Unbraced Length -Top
0 ft
Floor Duration Factor
1.00
Notch Depth
0.00
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MATERIAL PROPERTIES
FLOOR LOADING
#2 - Hem -Fir
Side
1
Side 2
Base Values
Adiusted
Floor Live Load
FILL =
0
psf
0 psf
Bending Stress:
Fb = 850 psi
Fb' = 1020 psi
Floor Dead Load
FDL -
0
psf
0 psf
Cd=1.00 CF=1.20
Floor Tributary Width
FTW =
0
ft
0 ft
Shear Stress:
Fv = 150 psi
Fv' = 146 psi
Cd=1.00 Cm=0.97
Wall Load
WALL =
0
plf
Modulus of Elasticity:
E = 1300 ksi
E' = 1170 ksi
Cm=0.90
BEAM LOADING
Comp. -L to Grain:
Fc - -L = 405 psi
Fc - -L' = 271 psi
Beam Total Live Load:
wL =
0
plf
Cm=0.67
Beam Total Dead Load:
wD =
0
plf
Beam Self Weight:
BSW =
4
plf
Controlling Moment:
1092 ft-lb
Total Maximum Load:
wT =
4
plf
3.0 ft from left support
POINT LOADS - CENTER SPAN
Created by combining all dead
and live loads.
Load Number One
Controlling Shear:
368 lb
Live Load 596 lb
At a distance d from support.
Dead Load 120 lb
Created by combining all dead
and live loads.
Location 3 ft
Load obtained from Load Tracker.
See
Summary Rep
Comparisons with required sections: Read
Provided
Section Modulus:
12.85 in3
26.28 in3
Area (Shear):
3.79 in2
21.75 in2
Moment of Inertia (deflection):
26.4 in4
95.27 in4
Moment:
1092 ft-lb
2234 ft-lb
Shear:
368lb
2110lb
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
for details.
Project: VOLPENTEST REMODEL B2 Engineers
Location: DB-4 StruCalc Version 11.1.8.0
Uniformly Loaded Floor Beam
Uniformly Loaded Floor Beam [2018 International Building Code(2018 NDS)]
( 3 ) 1.5 IN x 7.25 IN x 13.25 FT
#2 - Hem -Fir - Wet Use
Section Adequate By: 1.4%
Controlling Factor: Deflection
CAUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center
Live Load 0.37 IN L/426
Dead Load 0.07 in
Total Load 0.45 IN L/355
Live Load Deflection Criteria: L/420 Total Load Deflection Criteria: L/350
REACTIONS A B
Live Load 596 lb 596 lb
Dead Load 120 lb 120 lb
Total Load 716 lb 716 lb
Bearino Lenath 0.59 in 0.59 in
BEAM DATA
Center
Span Length
13.25 ft
Unbraced Length -Top
0 ft
Floor Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' =
1173 psi
Cd=1.00 CF=1.20 Cr=1.15
Shear Stress:
Fv = 150 psi
Fv' =
146 psi
Cd=1.00 Cm=0.97
Modulus of Elasticity:
E = 1300 ksi
E' =
1170 ksi
Cm=0.90
Comp. -L to Grain:
Fc - -L = 405 psi
Fc - -L' =
271 psi
Cm=0.67
Controlling Moment: 2372 ft-lb
6.625 ft from left support
Created by combining all dead and live loads.
Controlling Shear: 659 lb
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections:
Read
Provided
Section Modulus:
24.26 in3
39.42 in3
Area (Shear):
6.79 in2
32.63 in2
Moment of Inertia (deflection):
141 in4
142.9 in4
Moment:
2372 ft-lb
3853 ft-lb
Shear:
659lb
3165lb
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CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
FLOOR LOADING
Side 1 Side 2
Floor Live Load FILL = 60 psf 0 psf
Floor Dead Load FDL = 8 psf 0 psf
Floor Tributary Width FTW = 1.5 ft 0 ft
Wall Load WALL = 0 plf
BEAM LOADING
Beam Total Live Load:
wL =
90
plf
Beam Total Dead Load:
wD =
12
plf
Beam Self Weight:
BSW =
6
plf
Total Maximum Load:
wT =
108
plf