REVIEWED BLD2023-1257+STRUCTURAL CALCS+10.9.2023_10.34.12_AM+3828605info@b2engineers.com
425-318-7047 (0)
425-318-0031(C)
REVIEWED
BY
CITY OF EDMONDS
RECEIVED Page of
Oct 09 2023 BLD2023-1257
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
6q
MILLIONE REMODEL
7730 206TH ST SW, EDMONDS, WA 98026
STRUCTURAL DESIGN
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T�ScTURAL 4
PROJECT NO: 23204 DATE:10/04/23
ENG"G\�
PREPARED BY: BASRI BASRI PE, SE
Design Criteria
International Building Code (IBC) 2018
American Society of Civil Engineers (ASCE) 7-16
Project Description
Structural design of beam, post and footing to support new interior opening.
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)
2000 (assumed)
Soil Active Pressure (pcf)
35 (assumed)
Project: Millione Remodel The Vitruvius Project, Inc. P g 7
Location: POST (studs) StruCalc Version 11.1.8.0 10/4/2023 9:37:05 PM
Column
of
Column [2021 International Building Code(2018 NDS)]
(3)1.5INx3.5INx8.0FT
Stud - Hem -Fir - Wet Use
Section Adequate By: 37.5%
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 = 1594 lb
Dead Load: Vert-DL-Rxn = 837 lb
Total Load: Vert-TL-Rxn = 2431 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 1.00
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' = 247 psi
Cm=0.80 CF=1.05 Cp=0.46 Ci=0.80
Fbx = 675 psi Fbx' = 683 psi
Cd=1.00 CF=1.10 Cr--1.15 Ci=0.80
Fby = 675 psi Fby' = 683 psi
Cd=1.00 CF=1.10 Cr--1.15 Ci=O.80
E = 1200 ksi E' = 1026 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 =
154
247
0
0
0
0
0
683
0
683
0.63
psi
psi
ft-lb
ft-lb
ft-lb
ft-lb
psi
psi
psi
psi
LOADING DIAGRAM
y
B
A
AXIAL LOADING
Live Load:
PL =
1594 lb *
Dead Load:
PD =
814 lb *
Column Self Weight:
CSW =
23 lb
Total Axial Load:
PT =
2431 lb
* Load obtained from
Load Tracker. See Summary Report for details.
Project: Millione Remodel
Location: B-1
Multi -Span Roof Beam
Multi -Span Roof Beam [2021 International Building Code(2018 NDS)]
3.5 IN x 9.25 IN x 8.5 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 25.8%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.10
IN L/1069
Dead Load 0.05
in
Total Load 0.14
IN L/706
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180
REACTIONS A
B
Live Load 1275
lb 1275 lb
Dead Load 657
lb 657 lb
Total Load 1932
lb 1932 lb
Bearing Length 0.88
in 0.88 in
BEAM DATA
Center
Span Length
8.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
8.5 ft
Roof Pitch
6 :12
Roof Duration Factor
1.15
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adjusted
Bending Stress: Fb = 900 psi
Fb' = 1242 psi
Cd=1.15 CF=1.20
Shear Stress: Fv = 180 psi
Fv' = 207 psi
Cd=1.15
Modulus of Elasticity: E = 1600 ksi
E' = 1600 ksi
Comp. -L to Grain: Fc -1= 625 psi
Fc - L' = 625 psi
Controlling Moment: 4106 ft-lb
4.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads
on span(s) 2
Controlling Shear: -1932 lb
8.0 Ft 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: Reo'd
Provided
Section Modulus: 39.67 in3
49.91 in3
Area (Shear): 14 in2
32.38 in2
Moment of Inertia (deflection): 58.88 in4
230.84 in4
Moment: 4106 ft-lb 5166 ft-lb
Shear:-1932 lb
4468lb
The Vitruvius Project, Inc. P g �39f 7
StruCalc Version 11.1.8.0 10/4/2023 9:37:06 PM
of
LOADING DIAGRAM
ROOF LOADING
Center
Roof Live Load
RILL =
25
psf
Roof Dead Load
RDL =
11
psf
Roof Tributary Width Side One
TW1 =
12
ft
Roof Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING
Center
Total Live Load
300
plf
Total Dead Load (Adjusted for Roof Pitch)
148
plf
Beam Self Weight
7
plf
Total Load
455
plf
Project: Millione Remodel
Location: F-1
Footing
Footing [2021 International Building Code(2018 NDS)]
Footing Size: 1.33 FT x 1.33 FT x 10.00 IN
Reinforcement: #4 Bars @ 12.00 IN. O.C. E/W / (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 = 1.5 in
FOOTING SIZE
Width:
W = 1.33 ft
Length:
L = 1.33 ft
Depth:
Depth = 10 in
Effective Depth to Top Layer of Steel:
d = 7.75 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 4 in
Column Depth:
n = 4 in
FOOTING CALCULATIONS
Bearing Calculations:
The Vitruvius Project, Inc. P g r39f 7
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LOADING DIAGRAM
Ultimate Bearing Pressure: Qu = 1107 psf
Effective Allowable Soil Bearing Pressure: Qe = 1375 psf
Required Footing Area: Areq = 1.42 sf 10 in
Area Provided: A = 1.77 sf
Baseplate Bearing:
Bearing Required:
Bear =
2861
Allowable Bearing:
Bear -A =
44200
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
41
Allowable Beam Shear:
Vc1 =
9277
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
47
Punching Shear:
Vu2 =
1310
Allowable Punching Shear (ACI 11-35):
vc2-a =
81956
Allowable Punching Shear (ACI 11-36):
vc2-b =
117413
Allowable Punching Shear (ACI 11-37):
vc2-c =
54638
Controlling Allowable Punching Shear:
vc2 =
54638
Bending Calculations:
Factored Moment:
Mu =
5707
Nominal Moment Strength:
Mn =
106289
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.46
Steel Required Based on Moment:
As(1) =
0.02
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.32
Controlling Reinforcing Steel:
As-reqd =
0.32
Selected Reinforcement: #4's @ 12.0
in. o.c. e/w (2) Min.
Reinforcement Area Provided:
As =
0.39
Development Length Calculations:
Development Length Required:
Ld =
13.5
Development Length Supplied:
Ld-sup =
6.48
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
lb
lb
in -lb
in -lb
in
in2
in2
in2
in2
in
in
i4 in
.33
FOOTING LOADING
Live Load: PL = 1275 lb *
Dead Load: PD = 684 lb *
Total Load: PT = 1959 lb *
Ultimate Factored Load: Pu = 2861 lb
Footing plus soil above footing weight: Wt = 142 lb
* Load obtained from Load Tracker. See Summary Report for details.
1.5
Project: Millione Remodel
The Vitruvius Project, Inc. P 939f 7
Location: ENTRY StruCalc Version 11.1.8.0 10/4/2023 9:37:07 PM /
Multi -Span Combination Roof And Floor Beam of
Multi -Span Combination Roof And Floor Beam [2021 International Building Code
3.5 IN x 11.25 IN x 14.5 FT
#2 - Hem -Fir - Dry Use
Section Adequate By: 8.6%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.25
IN L/687
Dead Load 0.17
in
Total Load 0.43
IN U408
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
B
Live Load 997
lb 997 lb
Dead Load 684
lb 684 lb
Total Load 1681
lb 1681 lb
Bearing Length 1.19
in 1.19 in
BEAM DATA
Center
Span Length
14.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
14.5 ft
Floor Duration Factor
1.00
Roof Duration Factor
1.15
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values Adjusted
Bending Stress: Fb = 850 psi Fb' = 1075 psi
Cd=1.15 CF=1.10
Shear Stress: Fv = 150 psi Fv' = 173 psi
Cd=1.15
Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi
Comp. L to Grain: Fc -1= 405 psi Fc - L' = 405 psi
Controlling Moment: 6092 ft-lb
7.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1681 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Reo'd Provided
Section Modulus: 67.99 in3 73.83 in3
Area (Shear): 14.61 in2 39.38 in2
Moment of Inertia (deflection): 366.87 in4 415.28 in4
Moment: 6092 ft-lb 6615 ft-lb
Shear: 1681 lb 4528lb
LOADING DIAGRAM
14.5 ft
ROOF LOADING
Center
Live Load
RILL =
25
psf
Dead Load
RDL =
15
psf
Tributary Width Side One
TW1 =
5.5
ft
Tributary Width Side Two
TW2 =
0
ft
FLOOR LOADING
Center
Live Load
FLL =
40
psf
Dead Load
FDL =
15
psf
Tributary Width Side One
TW1 =
0
ft
Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING
Center
Roof Uniform Live Load:
138
plf
Roof Uniform Dead Load:
87
plf
Floor Uniform Live Load:
0
plf
Floor Uniform Dead Load:
0
plf
Beam Self Weight:
7
plf
Combined Uniform Live Load:
138
plf
Combined Uniform Dead Load:
94
plf
Combined Uniform Total Load:
232
plf
Project: Millione Remodel
Location: P-2
Column
Column [2021 International Building Code(2018 NDS)]
3.5INx3.5INx10.0FT
#2 - Douglas -Fir -Larch - Wet Use
Section Adequate By: 56.0%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 997 lb
Dead Load: Vert-DL-Rxn = 711 lb
Total Load: Vert-TL-Rxn = 1708 lb
COLUMN DATA
Total Column Length: 10 ft
Unbraced Length (X-Axis) Lx: 10 ft
Unbraced Length (Y-Axis) Ly: 10 ft
Column End Condition-K (e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2 - Douglas -Fir -Larch
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 = 1350 psi Fc' = 317 psi
Cm=0.80 CF=1.15 Cp=0.32 Ci=0.80
Fbx = 900 psi Fbx' = 918 psi
Cm=0.85 CF=1.50 Ci=0.80
Fby = 900 psi Fby' = 918 psi
Cm=0.85 CF=1.50 Ci=0.80
E = 1600 ksi E' = 1368 ksi
dx =
3.5
in
dy =
3.5
in
A =
12.25
in2
Sx =
7.15
in3
Sy =
7.15
in3
Lex/dx =
34.29
Ley/dy =
34.29
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 =
139
317
0
0
0
0
0
918
0
918
0.44
psi
psi
ft-lb
ft-lb
ft-lb
ft-lb
psi
psi
psi
psi
The Vitruvius Project, Inc. P g �39f 7
StruCalc Version 11.1.8.0 10/4/2023 9:37:08 PM
of
LOADING DIAGRAM
loft
W
B
A
AXIAL LOADING
Live Load:
PL =
997 lb .
Dead Load:
PD =
684 lb'
Column Self Weight:
CSW =
27 lb
Total Axial Load:
PT =
1708 lb
" Load obtained from
Load Tracker. See Summary Report for details.
Project: Millione Remodel
Location: P-1
Column
Column [2021 International Building Code(2018 NDS)]
4.0 IN DIA. x 10.0 FT
Stud - Douglas -Fir -Larch - Dry Use
Section Adequate By: 52.4%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 1275 lb
Dead Load: Vert-DL-Rxn = 684 lb
Total Load: Vert-TL-Rxn = 1959 lb
COLUMN DATA
Total Column Length: 10 ft
Unbraced Length (X-Axis) Lx: 10 ft
Unbraced Length (Y-Axis) Ly: 10 ft
Column End Condition-K (e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
Stud - Douglas -Fir -Larch
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 = 850 psi
Fc' = 328 psi
Cd=1.00 CF=1.05
Cp=0.37
Fbx = 700 psi
Fbx' = 770 psi
Cd=1.00 CF=1.10
Fby = 700 psi
Fby' = 770 psi
Cd=1.00 CF=1.10
E = 1400 ksi
E' = 1400 ksi
dx =
3.54
in
dy =
3.54
in
A =
12.57
in2
Sx =
7.42
in3
Sy =
7.42
in3
Lex/dx =
33.85
Ley/dy =
33.85
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 =
156
328
0
0
0
0
0
770
0
770
0.48
psi
psi
ft-lb
ft-lb
ft-lb
ft-lb
psi
psi
psi
psi
The Vitruvius Project, Inc. P g rsAggf 7
StruCalc Version 11.1.8.0 10/4/2023 9:37:08 PM
of
LOADING DIAGRAM
loft
W
B
A
AXIAL LOADING
Live Load:
PL =
1275 lb *
Dead Load:
PD =
657 lb *
Column Self Weight:
CSW =
27 lb
Total Axial Load:
PT =
1959 lb
* Load obtained from
Load Tracker. See Summary Report for details.