REVIEWED BLD2023-1389+Structural_Analysis_or_Calculations+11.1.2023_1.53.20_PM+38749421 of 5
m-71 M • 11 S wam•7
info@b2engineers.com
425-318-7047 (0)
425-318-0031(C)
REVIEWED
BY
CITY OF EDMONDS
O'LEARY REMODEL
18810 84TH AVE W, EDMONDS, WA 98026
STRUCTURAL CALCULATIONS
PROJECT NO: 23262 DATE:10/23/23
PREPARED BY: BASRI BASRI PE, SE
Design Criteria
International Building Code (IBC) 2018
American Society of Civil Engineers (ASCE) 7-16
RECEIVED
Nov 06 2023
3t ELTO'I `tN'`E2Cts
BLD2023-1389
Project Description
The structural scope of the project is limited to removal of the load -bearing wall, situated between two existing
bedrooms in the southern section of the house. This will be complemented by the introduction of a new beam,
stud posts, and a corresponding footing. Attached, please find the detailed calculations for your reference.
Live Load and Other Structural Criteria
Roof Snow (psf)
Residential Live Load (psf)
Allowable Soil Bearing Pressure (psf)
25
40
1500 (assumed)
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Project: OLEARY REMODEL B2 Engineers
Location: CEILING JOIST CHECK StruCalc Version 11.1.8.0
Floor Joist
Floor Joist [2018 International Building Code(2018 NDS)]
1.5 IN x 5.5 IN x 14.5 FT @16O.C.
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 3.6%
Controlling Factor: Moment
CAUTIONS
The design dead load deflection exceeds the default maximum of 1/4" on spans (2).
DEFLECTIONS
Center
Live Load
0.49 IN L/354
Dead Load
0.39 in
Total Load
0.88 IN L/197
Live Load Deflection Criteria: L/240
Total Load Deflection Criteria: L/180
LOADING DIAGRAM
2 of 5 1 page
10/23/2023 5:27:31 PM
of
REACTIONS A
B
Live Load 181 lb
52 lb
Dead Load 121 lb
69 lb
Total Load 302 lb
121 lb
Bearing Length 0.32 in
0.13 in
SUPPORT LOADS A
B
Live Load 136
plf 39 plf
Dead Load 91
plf 52 plf
14.5 ft
Total Load 227
plf 91 plf
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Adjusted
Bending Stress: Fb = 900 psi Fb' = 1547 psi
Cd=1.15 CF=1.30 Cr=1.15
Shear Stress: Fv = 180 psi Fv' = 207 psi
Cd=1.15
Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi
Comp.1 to Grain: Fc -1= 625 psi Fc - -L' = 625 psi
Controlling Moment: 942 ft-lb
3.34 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 299 lb
At a distance d from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
7.3 in3
7.56 in3
Area (Shear):
2.17 in2
8.25 in2
Moment of Inertia (deflection):
19.03 in4
20.8 in4
Moment:
942 ft-lb
975 ft-lb
Shear:
299lb
1139lb
JOIST DATA Center
Span Length 14.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.15
JOIST LOADING
Uniform Floor Loading
Center
Live Load LL =
0
psf
Dead Load DL =
5
psf
Total Load TL =
5
psf
TL Adj. For Joist Spacing wT =
6.7
plf
Wall Loading
Wall One
Live Load (1 to Joists): L1 =
175
plf
Dead Load (1 to Joists):D1 =
70
plf
Load Location X1 =
3.25
ft
Project: CLEARY REMODEL B2 Engineers
Location: ROOF BEAM StruCalc Version 11.1.8.0
Roof Beam
Roof Beam [2018 International Building Code(2018 NDS)]
( 3 ) 1.5 IN x 11.25 IN x 12.25 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 4.2%
Controlling Factor: Moment
CAUTIONS
Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS
Center
Live Load
0.19 IN L/793
Dead Load
0.10 in
Total Load
0.29 IN L/515
Live Load Deflection Criteria: L/240
REACTIONS
A B
Live Load
1914 lb 1914 lb
Dead Load
1036 lb 1036 lb
Total Load
2950 lb 2950 lb
Bearino Lenath
1.05 in 1.05 in
BEAM DATA
Span Length 12.3 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Total Load Deflection Criteria: L/180
Base Values Adjusted
Bending Stress:
Fb = 900 psi Fb' =
1190 psi
Cd=1.15 CF=1.00 Cr=1.15
Shear Stress:
Fv = 180 psi Fv' =
207 psi
Cd=1.15
Modulus of Elasticity:
E = 1600 ksi E' =
1600 ksi
Comp.1 to Grain:
Fc -1= 625 psi Fc - -L' = 625 psi
Controlling Moment:
9034 ft-lb
6.125 ft from left support
Created by combining all dead
and live loads.
Controlling Shear:
-2537 lb
At a distance d from support.
Created by combining all dead
and live loads.
Comparisons with required sections: Read
Provided
Section Modulus:
91.08 in3
94.92 in3
Area (Shear):
18.38 in2
50.63 in2
Moment of Inertia (deflection):
186.71 in4 533.94 in4
Moment:
9034 ft-lb
9415 ft-lb
Shear:
-2537lb
6986lb
LOADING DIAGRAM
10/23/2023 5:27:32 PM
12.25 ft
ROOF LOADING
Side One:
Roof Live Load:
LL =
25
psf
Roof Dead Load:
DL =
12
psf
Tributary Width:
TW =
12.5
ft
Side Two:
Roof Live Load:
LL =
0
psf
Roof Dead Load:
DL =
0
psf
Tributary Width:
TW =
0
ft
Wall Load: WALL = 0 plf
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
12.25
ft
Beam Self Weight:
BSW =
11
plf
Beam Uniform Live Load:
wL =
313
plf
Beam Uniform Dead Load:
wD_adj =
169
plf
Total Uniform Load:
wT =
482
plf
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Project: CLEARY REMODEL B2 Engineers
Location: STUD POST StruCalc Version 11.1.8.0
Column
Column [2018 International Building Code(2018 NDS)]
(3)1.5INx3.5INx8.OFT
Stud - Hem -Fir - Dry Use
Section Adequate By: 47.5%
CAUTIONS
* Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 1914 lb
Dead Load: Vert-DL-Rxn = 1059 lb
Total Load: Vert-TL-Rxn = 2973 lb
COLUMN DATA
Total Column Length: 8 ft
Unbraced Length (X-Axis) Lx: 8 ft
Unbraced Length (Y-Axis) Ly: 8 ft
Column End Condition-K (e): 1
Axial Load Duration Factor 1.15
COLUMN PROPERTIES
Stud - Hem -Fir
Compressive Stress:
Bending Stress (X-X Axis):
Bending Stress (Y-Y Axis):
Modulus of Elasticity:
Column Section (X-X Axis):
Column Section (Y-Y Axis):
Area:
Section Modulus (X-X Axis):
Section Modulus (Y-Y Axis):
Slenderness Ratio:
Base Values Adjusted
Fc = 800 psi Fc' = 359 psi
Cd=1.15 CF=1.05 Cp=0.37
Fbx = 675 psi Fbx' = 982 psi
Cd=1.15 CF=1.10 Cr=1.15
Fby = 675 psi Fby' = 982 psi
Cd=1.15 CF=1.10 Cr=1.15
E = 1200 ksi E' = 1200 ksi
dx =
3.5
in
dy =
4.5
in
A =
15.75
in2
Sx =
9.19
in3
Sy =
3.94
in3
Lex/dx =
27.43
Ley/dy =
21.33
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Total Load Only (L + D)
Actual Compressive Stress:
Fc =
Allowable Compressive Stress:
Fc' _
Eccentricity Moment (X-X Axis):
Mx -ex =
Eccentricity Moment (Y-Y Axis):
My-ey =
Moment Due to Lateral Loads (X-X Axis):
Mx =
Moment Due to Lateral Loads (Y-Y Axis):
My =
Bending Stress Lateral Loads Only (X-X Axis):
Fbx =
Allowable Bending Stress (X-X Axis):
Fbx' _
Bending Stress Lateral Loads Only (Y-Y Axis):
Fby =
Allowable Bending Stress (Y-Y Axis):
Fby' _
Combined Stress Factor:
CSF =
189
359
0
0
0
0
0
982
0
982
0.53
psi
psi
ft-lb
ft-lb
ft-lb
ft-lb
psi
psi
psi
psi
LOADING DIAGRAM
Sft
y
B
A
10/23/2023 5:27:33 PM
AXIAL LOADING
Live Load:
PL =
1914 lb *
Dead Load:
PD =
1036 lb *
Column Self Weight:
CSW =
23 lb
Total Axial Load:
PT =
2973 lb
* Load obtained from
Load Tracker. See Summary Report for details.
Project: CLEARY REMODEL
Location: FOOTING
Footing
Footing [2018 International Building Code(2018 NDS)]
Footing Size: 1.5 FT x 1.5 FT x 10.00 IN
Reinforcement: #4 Bars @ 11.00 IN. O.C. ENV / (2) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs =
1500 psf
Concrete Compressive Strength:
F'c =
2500 psi
Reinforcing Steel Yield Strength:
Fy =
40000 psi
Concrete Reinforcement Cover:
c =
3 in
FOOTING SIZE
Width:
W =
1.5 ft
Length:
L =
1.5 ft
Depth:
Depth
= 10 in
Effective Depth to Top Layer of Steel:
d =
6.25 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m = 4 in
Column Depth: n = 4 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1321 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1375 psf
Required Footing Area:
Areq =
2.16 sf
Area Provided:
A =
2.25 sf
Baseplate Bearing:
Bearing Required:
Bear =
4333 lb
Allowable Bearing:
Bear -A =
44200 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
662 lb
Allowable Beam Shear:
Vc1 =
8438 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
41 in
Punching Shear:
Vu2 =
2928 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
57656 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
77813 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
38438 lb
Controlling Allowable Punching Shear:
vc2 =
38438 lb
Bending Calculations:
Factored Moment:
Mu =
9750 in -lb
Nominal Moment Strength:
Mn =
85454 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.41 in
Steel Required Based on Moment:
As(1) =
0.04 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.36 in2
Controlling Reinforcing Steel:
As-reqd =
0.36 in2
Selected Reinforcement: #4's @ 11.0
in. o.c. e/w (2) Min.
Reinforcement Area Provided:
As =
0.39 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
6 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
B2 Engineers
StruCalc Version 11.1.8.0 10/23/2023 5:27:33 PM
LOADING DIAGRAM
10 in
4 in
i 1.5 ft
page
of
FOOTING LOADING
Live Load: PL = 1914 lb'
Dead Load: PD = 1059 lb
Total Load: PT = 2973 lb
Ultimate Factored Load: Pu = 4333 lb
Footing plus soil above footing weight: Wt = 181 lb
Load obtained from Load Tracker. See Summary Report for details.
3 in