REVIEWED RESUB1 BLD2023-0876+STRUCTURAL CALCS+9.5.2023_2.48.38_PM+3764770RESUB
Page 1 of 13
info@b2engineers. com
425-318-7047(0)
425-318-0031(C)
Sep 05 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
................................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT!
JAUREQUI-LALLY DECK
1621 9TH AVE N, EDMONDS, WA
PROJECT NO: 23007 DATE:09/05/23
PREPARED BY: BASRI BASRI PE, SE
Design Criteria
International Building Code (IBC) 2018
American Society of Civil Engineers (ASCE) 7-16
Desc
5�L\ Bq
Q, F WAS S.p
Z
. AURAL
SS�ONAL
Structural design of deck replacement utilizing conventional wood framing on shallow concrete foundation.
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
II
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
Page 2 of 13
1 li{'� 1CV
Project: Jaurequi-Lally Deck Rev
Location: DB-1
Multi -Span Floor Beam
Multi -Span Floor Beam [2021 International Building Code(2018 NDS)]
5.5 IN x 9.5 IN x 12.5 FT
24F-V4 - Visually Graded Western Species - Wet Use
Section Adequate By: 1.6%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.34 IN L/447
Dead Load 0.09 in
Total Load 0.43 IN L/349
Live Load Deflection Criteria: L/440 Total Load Deflection Criteria: L/340
REACTIONS A B
Live Load 2250 lb 2250 lb
Dead Load 633 lb 633 lb
Total Load 2883 lb 2883 lb
Bearing Length 1.52 in 1.52 in
Span Length 12.5
Unbraced Length -Top 0
Unbraced Length -Bottom 12.5
Floor Duration Factor 1.00
Camber Adj. Factor 1.5
Camber Required 0.14
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb' = 1920 psi
Cm=0.80
Shear Stress:
Fv = 265 psi
Fv' = 232 psi
Cd=1.00 Cm=0.88
Modulus of Elasticity:
E = 1800 ksi
E' = 1499 ksi
Cm=0.83
Comp. -L to Grain:
Fc - -L = 650 psi
Fc -1' = 345 psi
Cm=0.53
Controlling Moment: 9010 ft-Ib
6.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 2883 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:
Read
Provided
Section Modulus:
56.31 in3
82.73 in3
Area (Shear):
18.65 in2
52.25 in2
Moment of Inertia (deflection):
386.81 in4
392.96 in4
Moment:
9010 ft-lb
13237 ft-lb
Shear:
2883 lb
8077lb
The Vitruvius Project, Inc. Page 3 of 13 Page
StruCalc Version 11.1.&0 9/5/2023 10:00:41 AM
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12.5 ft
FLOOR LOADING
Center
Floor Live Load
FILL =
60
psf
Floor Dead Load
FDL =
15
psf
Floor Tributary Width Side One
TW 1 =
6
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING
Center
Reduced Floor Live Load
60
psf
Total Live Load
360
plf
Total Dead Load
90
plf
Beam Self Weight
11
plf
Total Load
461
plf
Project: Jaurequi-Lally Deck Rev
Location: DB-2
Multi -Span Floor Beam
Multi -Span Floor Beam [2021 International Building Code(2018 NDS)]
5.5 IN x 9.5 IN x 13.5 FT (12 + 1.5)
24F-V4 - Visually Graded Western Species - Wet Use
Section Adequate By: 13.7%
Controlling Factor: Deflection
DEFLECTIONS Center Right
Live Load 0.29 IN L/505 -0.11 IN 2L/316
Dead Load 0.08 in -0.03 in
Total Load 0.36 IN L/398 -0.14 IN 2L/250
Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U220
REACTIONS A B
Live Load 2160 lb 2734 lb
Dead Load 598 lb 769 lb
Total Load 2758 lb 3503 lb
Bearing Length 1.46 in 1.85 in
BEAM DATA Center Right
Span Length 12 ft 1.5 ft
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 12 ft 0 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb =
2400 psi
Controlled by.
Fb_cmpr =
1850 psi
Fb' = 1920 psi
Cm=0.80
Shear Stress:
Fv =
265 psi
Fv' = 232 psi
Cd=1.00 Cm=0.88
Modulus of Elasticity:
E =
1800 ksi
E' = 1499 ksi
Cm=0.83
Comp. -L to Grain:
Fc - -L =
650 psi
Fc -1' = 345 psi
Cm=0.53
Controlling Moment: 8247 ft-lb
6.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -2811 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Read
Provided
Section Modulus:
51.54 in3
82.73 in3
Area (Shear):
18.19 in2
52.25 in2
Moment of Inertia (deflection):
345.59 in4
392.96 in4
Moment:
8247 ft-lb
13237 ft-lb
Shear:
-2811 lb
8077lb
The Vitruvius Project, Inc. Page 4 of 13 Page
StruCalc Version 11.1.6.0 9/5/2023 10:00:41 AM
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FLOOR LOADING
Center
Right
Floor Live Load
FILL =
60
psf
60
psf
Floor Dead Load
FDL =
15
psf
15
psf
Floor Tributary Width Side One
TW 1 =
6
ft
6
ft
Floor Tributary Width Side Two
TW2 =
0
ft
0
ft
Wall Load
WALL =
0
plf
0
plf
BEAM LOADING
Center
Right
Reduced Floor Live Load
60
psf
60
psf
Total Live Load
360
plf
360
plf
Total Dead Load
90
plf
90
plf
Beam Self Weight
11
plf
11
plf
Total Load
461
plf
461
plf
Project: Jaurequi-Lally Deck Rev
Location: DJ-1
Floor Joist
Floor Joist [2021 International Building Code(2018 NDS)]
1.5 IN x 9.25 IN x 13.75 FT (11.8 + 2 ) @ 16O.C.
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 1.4%
Controlling Factor: Deflection
DEFLECTIONS
Center
Right
Live Load
0.15 IN L/948 -0.08
IN 2L/592
Dead Load
0.03 in -0.02
in
Total Load
0.18 IN L/769 -0.10
IN 2L/486
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U480
REACTIONS
A B
Live Load
470 lb 644 lb
Dead Load
114 lb 161 lb
Total Load
584 lb 805 lb
Bearing Length
0.62 in 0.86 in
SUPPORT LOADS A B
Live Load
353 plf 483 plf
Dead Load
86 plf 121 plf
Total Load
438 plf 604 plf
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Adjusted
Bending Stress: Fb = 900 psi Fb' = 1139 psi
Cd=1.00 CF=1.10 Cr-1.15
Shear Stress: Fv = 180 psi Fv' = 180 psi
Cd=1.00
Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi
Comp. -L to Grain: Fc - -L = 625 psi Fc - -L = 625 psi
Controlling Moment: 1706 ft-lb
5.88 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -605 lb
12.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections: Read Provided
Section Modulus: 17.98 in3 21.39 in3
Area (Shear): 5.04 in2 13.88 in2
Moment of Inertia (deflection): 142.17 in4 144.23 in4
Moment: 1706 ft-lb 2029 ft-lb
Shear: -605lb 1665lb
Decking Information
Plywood Thickness:
T =
3/4 in
Plywood Is Glued:
Moment of Inertia Calculations For Glued Floor:
Joist Area:
A joist =
13.88 IN2
Plywood Area:
A -ply =
2.08 IN2
Section Centroid:
C =
5 IN ABOVE BASE
Moment of Inertia (deflection):
I -comb =
144 IN4
The Vitruvius Project, Inc. Page 5 of 13 Page
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JOIST DATA Center Right
Span Length 11.75 ft 2 ft
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 4.5 ft 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Right
Live Load LL =
60
psf
60
psf
Dead Load DL =
15
psf
15
psf
Total Load TL =
75
psf
75
psf
TL Adj. For Joist Spacing wT =
100
plf
100
plf
Project: Jaurequi-Lally Deck Rev
Location: DJ-2
Floor Joist
Floor Joist [2021 International Building Code(2018 NDS)]
1.5 IN x 9.25 IN x 13.5 FT @12O.C.
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 18.8%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.21 IN L/775
Dead Load 0.05 in
Total Load 0.26 IN L/620
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: U480
REACTIONS A B
Live Load 405 lb 405 lb
Dead Load 101 lb 101 lb
Total Load 506 lb 506 lb
Bearing Length 0.54 in 0.54 in
SUPPORT LOADS A B
Live Load 405 plf 405
plf
Dead Load 101 plf 101
plf
Total Load 506 plf 506
plf
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Adjusted
Bending Stress: Fb = 900 psi Fb' = 1139 psi
Cd=1.00 CF=1.10 Cr-1.15
Shear Stress: Fv = 180 psi Fv' = 180 psi
Cd=1.00
Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi
Comp. -L to Grain: Fc - -L = 625 psi Fc - -L = 625 psi
Controlling Moment: 1709 ft-lb
6.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 506 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: Read Provided
Section Modulus: 18.01 in3 21.39 in3
Area (Shear): 4.22 in2 13.88 in2
Moment of Inertia (deflection): 103.78 in4 134.05 in4
Moment: 1709 ft-lb 2029 ft-lb
Shear: 506 lb 1665lb
Decking Information
Plywood Thickness:
T =
3/4 in
Plywood Is Glued:
Moment of Inertia Calculations For Glued Floor:
Joist Area:
A joist =
13.88 IN2
Plywood Area:
A -ply =
1.56 IN2
Section Centroid:
C =
5 IN ABOVE BASE
Moment of Inertia (deflection):
I -comb =
134 IN4
The Vitruvius Project, Inc. Page 6 of 13 Page
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J015T DATA Center
Span Length 13.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 11.5 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Live Load LL =
60
psf
Dead Load DL =
15
psf
Total Load TL =
75
psf
TL Adj. For Joist Spacing wT =
75
plf
Project: Jaurequi-Lally Deck Rev
Location: DB-3
Multi -Span Floor Beam
Multi -Span Floor Beam [2021 International Building Code(2018 NDS)]
5.5 IN x 9.5 IN x 15.5 FT (2 + 11.5 + 2)
24F-V4 - Visually Graded Western Species - Wet Use
Section Adequate By: 2.5%
Controlling Factor: Deflection
DEFLECTIONS Left Center Right
Live Load -0.16 IN 2L/308 0.28 IN U492 -0.16 IN 2L/308
Dead Load -0.03 in 0.07 in -0.03 in
Total Load -0.19 IN 2L/252 0.35 IN U398 -0.19 IN 2L/252
Live Load Deflection Criteria: L/300 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 3328 lb 3328 lb
Dead Load 902 lb 902 lb
Total Load 4230 lb 4230 lb
Bearing Length 2.23 in 2.23 in
BEAM DATA Left Center Right
Span Length 2 ft 11.5 ft 2 ft
Unbraced Length -Top 0 ft 0 ft 0 ft
Unbraced Length -Bottom 0 ft 11.5 ft 0 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb =
2400 psi
Controlled by.
Fb_cmpr =
1850 psi
Fb' = 1920 psi
Cm=0.80
Shear Stress:
Fv =
265 psi
Fv' = 232 psi
Cd=1.00 Cm=0.88
Modulus of Elasticity:
E =
1800 ksi
E' = 1499 ksi
Cm=0.83
Comp. -L to Grain:
Fc - -L =
650 psi
Fc -1' = 345 psi
Cm=0.53
Controlling Moment: 8633 ft-lb
5.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 3157 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections:
Reg'd
Provided
Section Modulus:
53.96 in3
82.73 in3
Area (Shear):
20.42 in2
52.25 in2
Moment of Inertia (deflection):
383.38 in4
392.96 in4
Moment:
8633 ft-lb
13237 ft-lb
Shear:
3157lb
8077lb
The Vitruvius Project, Inc. Page 7 of 13 Page
StruCalc Version 11.1.6.0 9/5/2023 10:00:42 AM
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�2ft 11.5ft 2ft�
FLOOR LOADING
Left
Center
Right
Floor Live Load
FILL =
60
psf
60
psf
60
psf
Floor Dead Load
FDL =
15
psf
15
psf
15
psf
Floor Tributary Width Side One
TW 1 =
7
ft
7
ft
7
ft
Floor Tributary Width Side Two
TW2 =
0
ft
0
ft
0
ft
Wall Load
WALL =
0
plf
0
plf
0
plf
BEAM LOADING
Left
Center
Right
Reduced Floor Live Load
60
psf
60
psf
60
psf
Total Live Load
420
plf
420
plf
420
plf
Total Dead Load
105
plf
105
plf
105
plf
Beam Self Weight
11
plf
11
plf
11
plf
Total Load
536
plf
536
plf
536
plf
Project: Jaurequi-Lally Deck Rev
Location: F-1
Footing
Footing [2021 International Building Code(2018 NDS)]
Footing Size: 2.5 FT Round Diameter X 18.00 IN Deep
Reinforcement: #4 Bars @ 5.02 IN. O.C. E/W / (5) 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
Diameter:
Dia. = 2.5 ft
Effective Depth to Top Layer of Steel:
d = 14.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 6 in
Column Depth:
n = 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1149 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1275 psf
Required Footing Area:
Areq =
4.42 sf
Area Provided:
A =
4.91 sf
Baseplate Bearing:
Bearing Required:
Bear =
8533 lb
Allowable Bearing:
Bear -A =
99450 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
0 lb
Allowable Beam Shear:
Vc1 =
28415 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
81 in
Punching Shear:
Vu2 =
3583 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
259706 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
391163 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
173138 lb
Controlling Allowable Punching Shear:
vc2 =
173138 lb
Bending Calculations:
Factored Moment:
Mu =
28359 in -lb
Nominal Moment Strength:
Mn =
491111 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.69 in
Steel Required Based on Moment:
As(1) =
0.06 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.96 in2
Controlling Reinforcing Steel:
As-reqd =
0.96 in2
Selected Reinforcement: #4's @ 5.0
in. o.c. e/w (5) Min.
Reinforcement Area Provided:
As =
0.98 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
10.29 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
The Vitruvius Project, Inc. Page 8 of 13 Page
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LOADING DIAGRAM
�6in�
18 in
0 C) C
3 in
z.s ft
FOOTING LOADING
Live Load: PL = 4410 lb *
Dead Load: PD = 1231 lb *
Total Load: PT = 5641 lb *
Ultimate Factored Load: Pu = 8533 lb
Footing plus soil above footing weight: Wt = 712 lb
* Load obtained from Load Tracker. See Summary Report for details.
Project: Jaurequi-Lally Deck Rev
Location: F-3
Footing
Footing [2021 International Building Code(2018 NDS)]
Footing Size: 2.25 FT Round Diameter X 18.00 IN Deep
Reinforcement: #4 Bars @ 4.36 IN. O.C. E/W / (5) 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
Diameter:
Dia. = 2.25 ft
Effective Depth to Top Layer of Steel:
d = 14.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 6 in
Column Depth:
n = 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1167 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1275 psf
Required Footing Area:
Areq =
3.64 sf
Area Provided:
A =
3.98 sf
Baseplate Bearing:
Bearing Required:
Bear =
6960 lb
Allowable Bearing:
Bear -A =
99450 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
0 lb
Allowable Beam Shear:
Vc1 =
25573 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
81 in
Punching Shear:
Vu2 =
1975 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
259706 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
391163 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
173138 lb
Controlling Allowable Punching Shear:
vc2 =
173138 lb
Bending Calculations:
Factored Moment:
Mu =
20817 in -lb
Nominal Moment Strength:
Mn =
489747 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.77 in
Steel Required Based on Moment:
As(1) =
0.04 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.86 in2
Controlling Reinforcing Steel:
As-reqd =
0.86 in2
Selected Reinforcement: #4's @ 4.4
in. o.c. e/w (5) Min.
Reinforcement Area Provided:
As =
0.98 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
8.96 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
The Vitruvius Project, Inc. Page 9 of 13 Page
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LOADING DIAGRAM
�6in�
18 in
n n Q Q C
T
3 in
L
2.25 ft
FOOTING LOADING
Live Load:
PL = 3480 lb
Dead Load:
PD = 1160 lb
Total Load:
PT = 4640 lb
Ultimate Factored Load:
Pu = 6960 lb
Footing plus soil above footing weight:
Wt = 577 lb
Project: Jaurequi-Lally Deck Rev
Location: F-2
Footing
Footing [2021 International Building Code(2018 NDS)]
Footing Size: 2.0 FT Round Diameter X 18.00 IN Deep
Reinforcement: #4 Bars @ 4.92 IN. O.C. E/W / (4) 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
Diameter:
Dia. = 2 ft
Effective Depth to Top Layer of Steel:
d = 14.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 6 in
Column Depth:
n = 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1115 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1275 psf
Required Footing Area:
Areq =
2.75 sf
Area Provided:
A =
3.14 sf
Baseplate Bearing:
Bearing Required:
Bear =
5297 lb
Allowable Bearing:
Bear -A =
99450 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
0 lb
Allowable Beam Shear:
Vc1 =
22732 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
81 in
Punching Shear:
Vu2 =
496 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
259706 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
391163 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
173138 lb
Controlling Allowable Punching Shear:
vc2 =
173138 lb
Bending Calculations:
Factored Moment:
Mu =
14084 in -lb
Nominal Moment Strength:
Mn =
393083 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.70 in
Steel Required Based on Moment:
As(1) =
0.03 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.77 in2
Controlling Reinforcing Steel:
As-reqd =
0.77 in2
Selected Reinforcement: #4's @ 4.9
in. o.c. e/w (4) Min.
Reinforcement Area Provided:
As =
0.79 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
7.63 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
The Vitruvius Project, Inc. Page 10 of 13 Page
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LOADING DIAGRAM
�6in�
18 in
C)
9
T
3 in
Zft
FOOTING LOADING
Live Load:
PL = 2734 lb *
Dead Load:
PD = 769 lb *
Total Load:
PT = 3503 lb *
Ultimate Factored Load:
Pu = 5297 lb
Footing plus soil above footing weight:
Wt = 456 lb
* Load obtained from Load Tracker. See Summary Report for details.
Project: Jaurequi-Lally Deck Rev
Location: DB-4
Multi -Span Floor Beam
Multi -Span Floor Beam [2021 International Building Code(2018 NDS)]
5.5 IN x 7.5 IN x 4.5 FT Pressure Treated
#2 - Douglas -Fir -Larch - Wet Use
Section Adequate By: 540.8%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/8795
Live Load Deflection Criteria: L/300 Total Load Deflection Criteria: U240
REACTIONS A B
Live Load 270 lb 270 lb
Dead Load 88 lb 88 lb
Total Load 358 lb 358 lb
Bearing Length 0.16 in 0.16 in
BEAM DATA Center
Span Length 4.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 4.5 ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adjusted
Bending Stress:
Fb = 750 psi
Fb' =
600 psi
Cd=1.00 CF=1.00 Ci=0.80
Shear Stress:
Fv = 170 psi
Fv' =
136 psi
Cd=1.00 Ci=0.80
Modulus of Elasticity.
E = 1300 ksi
E' =
1235 ksi
Ci=0.95
Comp. L to Grain:
Fc - L = 625 psi
Fc - L' =
419 psi
Cm=0.67
Controlling Moment: 402 ft-lb
2.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 358 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:
Reg'd
Provided
Section Modulus:
8.05 in3
51.56 in3
Area (Shear):
3.94 in2
41.25 in2
Moment of Inertia (deflection):
5.28 in4
193.36 in4
Moment:
402 ft-lb
2578 ft-lb
Shear:
358 lb
3740lb
The Vitruvius Project, Inc. Page 11 of 13 Page
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FLOOR LOADING
Center
Floor Live Load
FILL =
60
psf
Floor Dead Load
FDL =
15
psf
Floor Tributary Width Side One
TW 1 =
2
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING
Center
Reduced Floor Live Load
60
psf
Total Live Load
120
plf
Total Dead Load
30
plf
Beam Self Weight
9
plf
Total Load
159
plf
Project: Jaurequi-Lally Deck Rev
Location: F-4
Footing
Footing [2021 International Building Code(2018 NDS)]
Footing Size: 1.33 FT Round Diameter X 18.00 IN Deep
Reinforcement: #4 Bars @ 3.82 IN. O.C. E/W / (3) 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
Diameter:
Dia. = 1.33 ft
Effective Depth to Top Layer of Steel:
d = 14.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 6 in
Column Depth:
n = 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
258 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1275 psf
Required Footing Area:
Areq =
0.28 sf
Area Provided:
A =
1.39 sf
Baseplate Bearing:
Bearing Required:
Bear =
538 lb
Allowable Bearing:
Bear -A =
99450 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
0 lb
Allowable Beam Shear:
Vc1 =
15117 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
0 in
Punching Shear:
Vu2 =
0 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
0 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
0 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
0 lb
Controlling Allowable Punching Shear:
vc2 =
0 Ib
Bending Calculations:
Factored Moment:
Mu =
950 in -lb
Nominal Moment Strength:
Mn =
293870 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.78 in
Steel Required Based on Moment:
As(1) =
0.00 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.51 in2
Controlling Reinforcing Steel:
As-reqd =
0.51 in2
Selected Reinforcement: #4's @ 3.8
in. o.c. e/w (3) Min.
Reinforcement Area Provided:
As =
0.59 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
4.07 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
The Vitruvius Project, Inc. Page 12 of 13 Page
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LOADING DIAGRAM
�6in�
18 in
n n n
T
3 in
T
1.33 ft
FOOTING LOADING
Live Load: PL = 270 lb *
Dead Load: PD = 88 lb *
Total Load: PT = 358 lb *
Ultimate Factored Load: Pu = 538 lb
Footing plus soil above footing weight: Wt = 201 lb
* Load obtained from Load Tracker. See Summary Report for details.
Project: Jaurequi-Lally Deck Rev
Location: 5.5 FT HEADER
Combination Roof And Floor Beam
Combination Roof And Floor Beam [2021 International Building Code(2018 NDS
3.5 IN x 9.25 IN x 5.5 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 23.7%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.04 IN L/1548
Dead Load 0.02 in
Total Load 0.06 IN L/1072
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 2104 lb 2104 lb
Dead Load 933 lb 933 lb
Total Load 3037 lb 3037 lb
Bearing Length 1.39 in 1.39 in
BEAM DATA Center
Span Length 5.5 ft
Unbraced Length -Top 0 ft
Roof Pitch 4 :12
Floor Duration Factor 1.00
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 -1' = 625 psi
Controlling Moment:
4175 ft-lb
2.75 ft from left support
Created by combining all dead
and live loads.
Controlling Shear:
-3036 lb
At support.
Created by combining all dead
and live loads.
Comparisons with required sections: Read
Provided
Section Modulus:
40.34 in3
49.91 in3
Area (Shear):
22 in2
32.38 in2
Moment of Inertia (deflection):
77.49 in4
230.84 in4
Moment:
4175 ft-lb
5166 ft-lb
Shear:
-3036lb
4468lb
The Vitruvius Project, Inc. Page 13 of 13 Page
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ROOF LOADING
Side 1
Side 2
Roof Live Load
RILL =
19 psf
0
psf
Roof Dead Load
RDL =
10 psf
0
psf
Roof Tributary Width
RTW =
15 ft
0
ft
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FILL =
30 psf
45
psf
Floor Dead Load
FDL =
12 psf
15
psf
Floor Tributary Width
FTW =
7 ft
6
ft
Wall Load
WALL =
0
plf
BEAM LOADING
Roof Uniform Live Load:
wL-roof =
285
plf
Roof Uniform Dead Load:
wD-roof =
158
plf
Floor Uniform Live Load:
wL-floor =
480
plf
Floor Uniform Dead Load:
wD-floor =
174
plf
Beam Self Weight:
BSW =
7
plf
Combined Uniform Live Load:
wL =
765
plf
Combined Uniform Dead Load:
wD =
339
plf
Combined Uniform Total Load:
wT =
1104
plf