REVIEWED BLD2023-0917+Calculations+7.4.2023_10.05.12_AM+3646613RECEIVED
BLD2023-0917 Jul 24 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Structural Calculations
Sadowski Residence
Deck Reconstruction
17001 6811 Avenue West
Edmonds, WA 98026
The following documentation shall be available on
.REVIEWED. ■ site for the building inspector: ;
BY
CITY OF EDMONDS ■ ■
BUILDING DEPARTMENT; ■ -
""""""""""""""""""""""" ; X❑ COE APPROVED ARCHITECTURAL PLAN SET =
ALL WORK SUBJECT : ❑ COE APPROVED STRUCTURAL PLAN SET
TO FIELD
INSPECTION FOR X❑ COE REVIEWED CALCULATION PACKET
CODE COMPLIANCE ; ❑ENERGY CREDIT WORKSHEET
■
❑ SITE PLAN ;
■
❑ CIVIL PLAN
- ❑ =
■
�❑ -
■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■
Franklin Pacific Structural LLC
Mukilteo, Washington t: 206.734-6971
Project Information
Sadowski Residence Deck Reconstruction
Project
Sadowski Residence Deck Reconstruction
Address
17001 68' Avenue West
Edmonds, Wa 98026
Job No
Designer
Justin J Franklin
Date
06-03-23
Scope:
Gravity and lateral load analysis and design for wood framed residential
deck.
Building Information:
Occupancy Class: R-3
Construction Type: V-B
Referenced Building Code and Specifications, Product Guides and Manuals
Design Code: 2021 International Building Code
Design Specifications: ASCE 7-16
ACI 318-14
NDS and SDPWS — 2018 Edition
Product Manuals: 2019-2020 Simpson Wood Construction
Connectors
Project Notes:
Table of Contents:
1 Gravity load analysis and design for deck framing
2 Gravity load analysis and design for foundations
3 Lateral load analysis and design for railing
Seal Justin J Franklin
1 Deck Framing
Sadowski Residence Deck Reconstruction
Project Sadowski Residence Deck Reconstruction
Job No
Designer Justin J Franklin
Date 06-03-23
Pages
Scope:
Analysis and design of deck framing.
Design Information:
Deck Dead Load = 10 psf
Deck Live Load = 60 psf
Design Notes:
Load Combination (IBC 1605.3.1)
D+F
D+H+F+L
D+H+F+(Lr or S or R)
D+H+F+0.75(L)+0.75(Lr or S or R)
D+H+F+(0.6W or 0.7E)
D+H+F+0.75(0.6W)+ 0.75L+0.75(Lr or S or R)
D+H+F+0.75(0.7E)+ 0.75L+0.75S
0.6D+0.6W+H
0.6(D+F)+0.7E+H
I
1 Deck Framing
Sadowski Residence Deck Reconstruction
Deck Framing Elements
B1 C1 B2
�412 6K12 Bx12
a r
J2 e2°9a l
3
31"-1" VIF
374
(E) W2270 REMAIN" r r
r
N
O
22'-10j�" V!F
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
DESCRIPTION: Joist 1
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species Douglas Fir -Larch
Wood Grade No.2
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Fb +
900.0 psi
E : Modulus of Elasticity
Fb -
900.0 psi
Ebend- xx 1,600.0ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Fc - Perp
625.0 psi
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
D(0.0133) L(0.0798) D(0.0133) 1_(0.0798)
2x10
Span = 9.750 ft
2x10
Span = 2.250 ft
pplied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 1.330 ft, (tributary deck loading)
Load for Span Number 2
Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 1.330 ft, (tributary deck loading)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
= 0.702 1
2x10
556.27 psi
792.00 psi
+D+L
4.630 ft
Span # 1
0.095 in Ratio =
-0.060 in Ratio =
0.111 in Ratio =
-0.070 in Ratio =
Maximum Forces & Stresses for Load Combinations
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span
Span # where maximum occurs
1231 > 360
Span: 1
: L Only
902> 360
Span: 2:
L Only
1055 -180
Span: 1
: +D+L
774 > 180
Span: 2:
+D+L
= 0.306 : 1
2x10
= 44.00 psi
= 144.00 psi
+D+L
= 8.987 ft
Span # 1
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment
Length
Span #
M
V
CD
CM
Ct CLx
CF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length =
9.750 ft
1
0.111
0.049
0.90
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.14
79.5
712.8
0.06
6.3
129.6
Length =
2.250 ft
2
0.026
0.049
0.90
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.03
18.9
712.8
0.02
6.3
129.6
+D+L
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length =
9.750 ft
1
0.702
0.306
1.00
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.99
556.3
792.0
0.41
44.0
144.0
Length =
2.250 ft
2
0.167
0.306
1.00
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.24
132.2
792.0
0.14
44.0
144.0
+D+0.750L
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length =
9.750 ft
1
0.441
0.192
1.25
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.78
437.1
990.0
0.32
34.6
180.0
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
DESCRIPTION: Joist 1
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment Length
Span #
M
V
CD
CM
Ct
CLx
CF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
Length = 2.250 ft
2
0.105
0.192
1.25
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.19
103.9
990.0
0.11
34.6
180.0
+0.60D
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length = 9.750 ft
1
0.038
0.016
1.60
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.08
47.7
1,267.2
0.03
3.8
230.4
Length = 2.250 ft
2
0.009
0.016
1.60
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.02
11.3
1,267.2
0.01
3.8
230.4
Overall Maximum Deflections
Load Combination Span Max. "-" Deft Location in Span Load Combination Max. °+° Deft Location in Span
+D+L 1 0.1109 4.793 0.0000 0.000
2 0.0000 4.793 +D+L-0.0697 2.250
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2 Support 3
Max Upward from all Load Conditions
0.430
0.688
Max Upward from Load Combinations
0.430
0.688
Max Upward from Load Cases
0.368
0.589
D Only
0.061
0.098
+D+L
0.430
0.688
+D+0.750L
0.338
0.540
+0.60D
0.037
0.059
L Only
0.368
0.589
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
DESCRIPTION: Joist 2
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Load Combination IBC 2021
Wood Species Douglas Fir -Larch
Wood Grade No.2
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Fb +
900.0 psi
E : Modulus of Elasticity
Fb -
900.0 psi
Ebend- xx 1,600.0ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Fc - Perp
625.0 psi
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
D(0.0133) L(0.0798) D(0.0133) L(0.0798)
2x10
Span = 9.750 ft
pplied Loads
Beam self weight NOT internally calculated and added
Load for Span Number 1
Span = 4.50 ft
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 1.330 ft, (tributary deck loading)
Load for Span Number 2
Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 1.330 ft, (tributary deck loading)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
= 0.66& 1
2x10
528.81 psi
792.00 psi
+D+L
9.750 ft
Span # 1
0.054 in Ratio =
-0.002 in Ratio =
0.063 in Ratio =
-0.002 in Ratio =
Maximum Forces & Stresses for Load Combinations
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span
Span # where maximum occurs
2150> 360
Span: 2:
L Only
63830 -360
Span: 2:
L Only
1843 > 180
Span: 2:
+D+L
54710 > 180
Span: 2:
+D+L
0.360 : 1
2x10
= 51.84 psi
= 144.00 psi
+D+L
= 8.987 ft
Span # 1
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment
Length
Span #
M
V
CD
CM
Ct CLx
CIF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length =
9.750 ft
1
0.106
0.057
0.90
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.13
75.5
712.8
0.07
7.4
129.6
Length =
4.50 ft
2
0.106
0.057
0.90
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.13
75.5
712.8
0.05
7.4
129.6
+D+L
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length =
9.750 ft
1
0.668
0.360
1.00
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.94
528.8
792.0
0.48
51.8
144.0
Length =
4.50 ft
2
0.668
0.360
1.00
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.94
528.8
792.0
0.35
51.8
144.0
+D+0.750L
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length =
9.750 ft
1
0.420
0.226
1.25
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.74
415.5
990.0
0.38
40.7
180.0
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
DESCRIPTION: Joist 2
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment Length
Span #
M
V
CD
CM
Ct
CLx
CF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
Length = 4.50 ft
2
0.420
0.226
1.25
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.74
415.5
990.0
0.27
40.7
180.0
+0.60D
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length = 9.750 ft
1
0.036
0.019
1.60
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.08
45.3
1,267.2
0.04
4.4
230.4
Length = 4.50 ft
2
0.036
0.019
1.60
1.00
1.00
1.00
1.100
1.00
0.80
1.00
0.08
45.3
1,267.2
0.03
4.4
230.4
Overall Maximum Deflections
Load Combination Span Max. "-" Deft Location in Span Load Combination Max. °+° Deft Location in Span
+D+L 1 0.0635 4.303 0.0000 0.000
+D+L 2 0.0271 4.500 +D+L-0.0020 0.679
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2 Support 3
Max Upward from all Load Conditions
0.357
0.969
Max Upward from Load Combinations
0.357
0.969
Max Upward from Load Cases
0.306
0.831
D Only
0.051
0.138
+D+L
0.357
0.969
+D+0.750L
0.281
0.762
+0.60D
0.031
0.083
L Only
0.306
0.831
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
DESCRIPTION: Beam 1
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
900.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
900.0 psi
Ebend- xx 1,600.0ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.138) L(0.831)
D(0.098) L(0.589) D(0.098) 1_(0.589)
6x12
6x12
Span = 1.750 ft Span = 7.250 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0980,
L = 0.5890 , Tributary Width =
1.0 ft, (Joist Reaction)
Load for Span Number 2
Uniform Load : D = 0.0980,
L = 0.5890 k/ft, Extent = 0.0 --»
5.0 ft, Tributary Width = 1.0 ft, (Joist Reaction)
Uniform Load : D = 0.1380,
L = 0.8310 k/ft, Extent = 5.0 --»
7.250 ft, Tributary Width = 1.0 ft, (Joist Reaction)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.614 1
Maximum Shear Stress Ratio =
0.351 : 1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual
= 442.23psi
fv: Actual =
50.60 psi
F'b
= 720.00psi
F'v =
144.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
= 3.969ft
Location of maximum on span =
1.750 ft
Span # where maximum occurs
= Span # 2
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.033 in Ratio =
2628> 360 Span: 2: L Only
Max Upward Transient Deflection -0.021 in Ratio =
1966 > 360 Span: 1 : L Only
Max Downward Total Deflection
0.039 in Ratio =
2213 -180 Span: 2: +D+L
Max Upward Total Deflection
-0.025 in Ratio =
1656 -180 Span: 1 : +D+L
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear a ues
Segment Length Span # M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v
D Only
Length = 1.750 ft
Length = 7.250 ft
+D+L
Length = 1.750 ft
Length = 7.250 ft
+D+0.750L
1 0.026 0.062 0.90
2 0.108 0.062 0.90
1 0.148 0.351 1.00
2 0.614 0.351 1.00
1.00
1.00
1.00
1.000
1.00
0.80
1.00
1.00
1.00
1.00
1.000
1.00
0.80
1.00
1.00
1.00
1.00
1.000
1.00
0.80
1.00
1.00
1.00
1.00
1.000
1.00
0.80
1.00
1.00
1.00
1.00
1.000
1.00
0.80
1.00
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.0
0.00
0.0
0.0
0.17
16.9
648.0
0.34
8.0
129.6
0.71
69.8
648.0
0.34
8.0
129.6
0.0
0.00
0.0
0.0
1.07
106.2
720.0
2.13
50.6
144.0
4.47
442.2
720.0
2.13
50.6
144.0
0.0
0.00
0.0
0.0
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
DESCRIPTION: Beam 1
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Moment
Values
Shear
Values
Segment Length
Span #
M
V
CD
CM
Ct CLx
CF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
Length = 1.750 ft
1
0.093
0.222
1.25
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.85
83.9
900.0
1.68
40.0
180.0
Length = 7.250 ft
2
0.388
0.222
1.25
1.00
1.00
1.00
1.000
1.00
0.80
1.00
3.53
349.1
900.0
1.68
40.0
180.0
+0.60D
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.0
0.00
0.0
0.0
Length = 1.750 ft
1
0.009
0.021
1.60
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.10
10.2
1,152.0
0.20
4.8
230.4
Length = 7.250 ft
2
0.036
0.021
1.60
1.00
1.00
1.00
1.000
1.00
0.80
1.00
0.42
41.9
1,152.0
0.20
4.8
230.4
Overall Maximum Deflections
Load Combination Span
1
+D+L 2
Vertical Reactions
Max. "-" Deft Location in Span Load Combination Max. °+° Deft Location in Span
0.0000 0.000 +D+L-0.0254 0.000
0.0393 3.767 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Max Upward from all Load Conditions
4.013
2.928
Max Upward from Load Combinations
4.013
2.928
Max Upward from Load Cases
3.375
2.471
D Only
0.638
0.457
+D+L
4.013
2.928
+D+0.750L
3.169
2.310
+0.60D
0.383
0.274
L Only
3.375
2.471
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
DESCRIPTION: Beam 2
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
900.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
900.0 psi
Ebend- xx 1,600.0ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.098) L(0.589)
D(0.138) L(0.831)
6x 12
Span = 8.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added
to loading
Load for Span Number 1
Uniform Load : D = 0.1380, L = 0.8310 k/ft, Extent = 0.0 -
> 7.250 ft, Tributary Width = 1.0 ft, (Joist Reacion)
Uniform Load : D = 0.0980, L = 0.5890 k/ft, Extent = 7.250 -->> 8.50 ft, Tributary Width = 1.0 ft, (Joist Reaction)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.964 1
Maximum Shear Stress Ratio =
0.426 : 1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual =
867.64psi
fv: Actual =
76.74 psi
F'b =
900.00psi
F'v =
180.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.219ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.087 in Ratio =
1 176 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.103 in Ratio =
994 > 180 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
iwax stress
ratios
moment
values
snear
values
Segment Length
Span #
M
V
CD
CM
Ct CLx
CIF
Cfu
C i
C r
M
fb
F'b
V
fv
F'v
D Only
0.0
0.00
0.0
0.0
Length = 8.50 ft
1
0.166
0.073
0.90
1.00
1.00
1.00
1.000
1.00
1.00
1.00
1.35
134.1
810.0
0.50
11.9
162.0
+D+L
1.00
1.00
1.00
1.000
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 8.50 ft
1
0.964
0.426
1.00
1.00
1.00
1.00
1.000
1.00
1.00
1.00
8.77
867.6
900.0
3.24
76.7
180.0
+D+0.750L
1.00
1.00
1.00
1.000
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 8.50 ft
1
0.608
0.269
1.25
1.00
1.00
1.00
1.000
1.00
1.00
1.00
6.91
684.2
1,125.0
2.55
60.5
225.0
+0.60D
1.00
1.00
1.00
1.000
1.00
1.00
1.00
0.0
0.00
0.0
0.0
Length = 8.50 ft
1
0.056
0.025
1.60
1.00
1.00
1.00
1.000
1.00
1.00
1.00
0.81
80.4
1,440.0
0.30
7.1
288.0
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
LIC# : KW-06013278, Build:20.23.2.14 Franklin Pacific Structural LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: Beam 2
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L 1 0.1026 4.250 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Max Upward from all Load Conditions
4.151
3.850
Max Upward from Load Combinations
4.151
3.850
Max Upward from Load Cases
3.510
3.251
D Only
0.641
0.598
+D+L
4.151
3.850
+D+0.750L
3.273
3.037
+0.60D
0.385
0.359
L Only
3.510
3.251
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Column Project File: framing and foundations.ec6
DESCRIPTION: Column 1
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Analysis Method Allowable Stress Design
Wood Section Name 4x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
8 ft
Wood Member Type Sawn
( Used for non -slender calculations)
Exact Width 3.in Allow Stress Modification Factors
Wood Species Douglas Fir -Larch
Exact Depth 5250 in Cf or Cv for Bending
1.0
Wood Grade No.2
.250
Area 19.25 inA2 Cf or Cv for Compressioi
1.0
Fb + 900.0 psi Fv
180.0 psi
Ix 266.93 in^4 Cf or Cv for Tension
1.0
Fb - 900.0 psi Ft
575.0 psi
ly 68.78 in^4 Cm : Wet Use Factor
1.0
Fc - PrII 1,350.0 psi Density
31.210 pcf
Incising Factors : Ct : Temperature Fact
1.0
Fc - Perp 625.0 psi
for Bending 0.80 Cfu :Flat Use Factor
1.0
E : Modulus of Elasticity ... x-x Bending
y-y Bending
Axial for Elastic Modulus 0.95 Kf : Built-up columns
1.0 NDS 15.3.2
Basic 1,600.0
1,600.0
1,600.0ksi Use Cr: Repetitive ?
No
Minimum 580.0
580.0
Brace condition for deflection (buckling) along columns :
X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis
= 8 ft, K
Y-Y (depth) axis: Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 33.377 Ibs * Dead Load Factor
AXIAL LOADS ...
Beam 1 Reaction: Axial Load at 8.0 ft, D = 0.4570, L = 2.471 k
Beam 2 Reaction: Axial Load at 8.0 ft, D = 0.6410, L = 3.510 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.8704 : 1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+L
Top along Y-1 0.0 k
Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc'
Top along X-� 0.0 k
Bottom along X-X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are .
Along Y-Y 0.0 in
at 0.0 ft above base
Applied Axial
7.112 k
for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in
at 0.0 ft above base
Fc: Allowable
444.711 psi
for load combination : n/a
Other Factors used to calculate allowable stresses .. .
PASS Maximum Shear Stress Ratio =
0.0 : 1
Bendina Compression Tension
Load Combination
+0.60D
Location of max.above base
8.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
230.40 psi
Load Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination C D
CP Stress
Ratio Status Location
Stress Ratio Status Location
D Only 0.900
0.449
0.1412 PASS 0.0 ft
0.0 PASS 8.0 ft
+D+L 1.000
0.412
0.8704 PASS 0.0 ft
0.0 PASS 8.0 ft
+D+0.750L 1.250
0.340
0.6652 PASS 0.0 ft
0.0 PASS 8.0 ft
+0.60D 1.600
0.273
0.07834 PASS 0.0 ft
0.0 PASS 8.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base
@ Top @
Base @ Top @ Base
@ Base @ Top @ Base @ Top
+D+L 7.112
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Woof) Column --AL Project File: framing and foundations.ec6
DESCRIPTION: Column 1
Maximum Reactions Note: Only non -zero reactions are listed.
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
+D+0.750L 5.617
+0.60D 0.679
L Only 5.981
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
D Only
0.0000 in
0.000ft
0.000 in
0.000ft
+D+L
0.0000 in
0.000ft
0.000 in
0.000ft
+D+0.750L
0.0000 in
0.000ft
0.000 in
0.000ft
+0.60D
0.0000 in
0.000ft
0.000 in
0.000ft
L Only
0.0000 in
0.000ft
0.000 in
0.000ft
Sketches
C
0
LO
N
L6
a
+^
8.888k
2 Deck Foundation
Sadowski Residence Deck Reconstruction
Project Sadowski Residence Deck Reconstruction
Job No
Designer Justin J Franklin
Date 06-03-23
Pages
Scope:
Analysis and design of deck foundations.
Design Information:
Allowable Soil Pressure = 2000 psf
Based on table 1804.2 soil class 4
Design Notes:
Load Combination (IBC 1605.3.1.)
D+F
D+H+F+L
D+H+F+(Lr or S or R)
D+H+F+0.75(L)+0.75(Lr or S or R)
D+H+F+(0.6W or 0.75E)
D+H+F+0.75(0.6W)+0.75L+0.75(Lr or S or R)
D+H+F+0.75(0.7E)+0.75L+0.75S
0.6D+0.6W+H
0.6(D+F)+0.7E+H
2 Deck Foundation
Sadowski Residence Deck Reconstruction
Foundation Elements
2,0y"
Y<<"VEF T-3}z'ViF B'd'VIF 8'-'Ji':'vI' tr-a"VIF t4'-3yz"VIF VIF
F4
F1 F-F.71 J-1 F�
L. L�J 2-1 F.
� -
a �f
EXISTING FOOTING TO REMAEN
��f
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
General Footing Project File: framing and foundations.ec6
DESCRIPTION: Footing 1
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties
f'c : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density =
(P Values Flexure =
Shear =
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis =
Length parallel to Z-Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X-X Axis
pz : parallel to Z-Z Axis =_
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (AC I 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
plied Loads
Soil Design Values
2.50 ksi
Allowable Soil Bearing =
2.0 ksf
60.0 ksi
Soil Density =
110.0 pcf
3,122.0 ksi
Increase Bearing By Footing Weight =
No
150.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
0.90
Soil/Concrete Friction Coeff. =
0.30
0.750
Increases based on footing Depth
Footing base depth below soil surface =
ft
=
Allow press. increase per foot of depth =
ksf
= 0.00180
when footing base is below =
ft
= 1.0:1
= 1.0
: 1 Increases based on footing plan dimension
Yes
Allowable pressure increase per foot of depth
Yes
=
ksf
Yes
when max. length or width is greater than
=
ft
No
2.0 ft
2.0 ft
10.0 in
6.0 in
6.0 in
6.0 in
3.0 in
3.0
4
3.0
4
X
0
N
3-#4Bars
M
X-X Section Looking to +Z
Z
X
p3m,
0 N
Q)
m
w
3-#4Bars 10
co --
Z-Z Section Looking to +X
D Lr L S W E H
P : Column Load = 1.131 5.981 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-z = k
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
General Footing Project File: framing and foundations.ec6
DESCRIPTION: Footing 1
DESIGN SUMMARY
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
Soil Bearing
ksf
ksf
PASS
Z Flexure (+X)
k-ft/ft
k-ft/ft
PASS
Z Flexure (-X)
k-ft/ft
k-ft/ft
PASS
X Flexure (+Z)
k-ft/ft
k-ft/ft
PASS
X Flexure (-Z)
k-ft/ft
k-ft/ft
PASS
1-way Shear (+X)
psi
psi
PASS
1-way Shear (-X)
psi
psi
PASS
1-way Shear (+Z)
psi
psi
PASS
1-way Shear (-Z)
psi
psi
PASS
2-way Punching
psi
psi
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X-X, D Only
2.0
n/a
0.0
0.4124
0.4124
n/a
n/a
0.206
X-X, +D+L
2.0
n/a
0.0
1.908
1.908
n/a
n/a
0.954
X-X, +D+0.750L
2.0
n/a
0.0
1.534
1.534
n/a
n/a
0.767
X-X, +0.60D
2.0
n/a
0.0
0.2475
0.2475
n/a
n/a
0.124
Z-Z, D Only
2.0
0.0
n/a
n/a
n/a
0.4124
0.4124
0.206
Z-Z, +D+L
2.0
0.0
n/a
n/a
n/a
1.908
1.908
0.954
Z-Z, +D+0.750L
2.0
0.0
n/a
n/a
n/a
1.534
1.534
0.767
Z-Z, +0.60D
2.0
0.0
n/a
n/a
n/a
0.2475
0.2475
0.124
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd
Gvrn. As Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in^2
k-ft
X-X, +1.40D
0.1132
+Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +1.40D
0.1132
-Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +1.20D+1.60L
0.7697
+Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +1.20D+1.60L
0.7697
-Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +1.20D+0.50L
0.3072
+Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +1.20D+0.50L
0.3072
-Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +1.20D
0.09699
+Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +1.20D
0.09699
-Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +0.90D
0.07275
+Z
Bottom
0.2160
AsMin
0.30
8.974
OK
X-X, +0.90D
0.07275
-Z
Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +1.40D
0.1132
-X
Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +1.40D
0.1132
+X
Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +1.20D+1.60L
0.7697
-X
Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +1.20D+1.60L
0.7697
+X
Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +1.20D+0.50L
0.3072
-X
Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +1.20D+0.50L
0.3072
+X
Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +1.20D
0.09699
-X
Bottom
0.2160
AsMin
0.30
8.974
OK
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
General Footing Project File: framing and foundations.ec6
LIC# : KW-06013278, Build:20.23.2.14 Franklin Pacific Structural LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: Footing 1
Footing Flexure
Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status
k-ft Surface in^2 in^2 in^2 k-ft
Z-Z, +1.20D
0.09699
+X Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +0.90D
0.07275
-X Bottom
0.2160
AsMin
0.30
8.974
OK
Z-Z, +0.90D
0.07275
+X Bottom
0.2160
AsMin
0.30
8.974
OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z
Vu:Max Phi Vn Vu / Phi*Vn
Status
+1.401D
0.77 psi
0.77 psi
0.77 psi
0.77 psi
0.77 psi
75.00 psi
0.01
OK
+1.20D+1.60L
5.21 psi
5.21 psi
5.21 psi
5.21 psi
5.21 psi
75.00 psi
0.07
OK
+1.20D+0.50L
2.08 psi
2.08 psi
2.08 psi
2.08 psi
2.08 psi
75.00 psi
0.03
OK
+1.20D
0.66 psi
0.66 psi
0.66 psi
0.66 psi
0.66 psi
75.00 psi
0.01
OK
+0.90D
0.49 psi
0.49 psi
0.49 psi
0.49 psi
0.49 psi
75.00 psi
0.01
OK
Two -Way "Punching" Shear
All
units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.401D
3.13 psi
150.00psi
0.02088
OK
+1.20D+1.60L
21.31 psi
150.00psi
0.1421
OK
+1.20D+0.50L
8.51 psi
150.00psi
0.0567
OK
+1.20D
2.69 psi
150.00psi
0.0179
OK
+0.90D
2.01 psi
150.00psi
0.01343
OK
3 Deck Railing
Sadowski Residence Deck Reconstruction
Project Sadowski Residence Deck Reconstruction
Job No
Designer Justin J Franklin
Date 06-03-23
Pages
Scope:
Lateral load analysis and design of deck railing.
Design Information:
Guardrail Uniform Load at top Rail = 50 plf
Guardrail Concentrated Load at Top Rail = 200 plf
Guardrail Uniform Load at Components = 50 Ibs (applied over a 1 sq ft)
Design Notes:
Load Combination (IBC 1605.3.1.)
D+F
D+H+F+L
D+H+F+(L, or S or R)
D+H+F+0.75(L)+0.75(L, or S or R)
D+H+F+(0.6W or 0.75E)
D+H+F+0.75(0.6W)+0.75L+0.75(Lr or S or R)
D+H+F+0.75(0.7E)+0.75L+0.75S
0.6D+0.6W+H
0.6(D+F)+0.7E+H
3 Deck Railing
Sadowski Residence Deck Reconstruction
Guardrail Post Attachment
Through Bolts Loading
M = 50*5*3.25 = 813 lb-ft
Tmax = 813/(0.5) = 1625 Ibs
Vmax = (50*5)/2 = 125 Ibs
For 3/8" Diameter Through Bolts and Simpson DTT2 Deck Tension Tie
Tallow = 1825 Ibs per tie
Vallow = 410 Ibs per bolt
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam Project File: framing and foundations.ec6
DESCRIPTION: Railing Posts
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method : Allowable Stress Design
Fb +
900.0 psi
E : Modulus of Elasticity
Load Combination IBC 2021
Fb -
900.0 psi
Ebend- xx 1,600.0ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.Oksi
Wood Species Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
U0.25)
4x4
Span = 0.50 ft
Applied Loads
Beam self weight NOT internally calculated and added
Load for Span Number 2
Point Load : L = 0.250 k @ 3.250 ft,
(Top Railing Reaction)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.758 1
Section used for this span
4x4
fb: Actual =
1,023.32 psi
F'b =
1,350.00psi
Load Combination
+0.750L
Location of maximum on span =
0.500ft
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0 in Ratio =
Max Upward Transient Deflection
0 in Ratio =
Max Downward Total Deflection
0.299 in Ratio =
Max Upward Total Deflection
-0.001 in Ratio =
4x4
Span = 3.250 ft
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio =
0.829 : 1
Section used for this span
4x4
fv: Actual =
149.23 psi
F'v =
180.00 psi
Load Combination
+0.750L
Location of maximum on span =
0.000ft
Span # where maximum occurs =
Span # 1
0 <360
n/a
0 <360
n/a
260 -180
Span: 2: L Only
5028 -180
Span: 1 : L Only
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress F<atios
Moment Values
Shear
a ues
Segment Length
Span #
M V
CD
CM Ct CLx CIF
Cfu
C i
C r
M fb
F'b V
fv F'v
0.0 0.00
0.0 0.0
Length = 0.50 ft
1
0.90
1.00 1.00 1.00 1.500
1.00
0.80
1.00
972.0 0.00
0.0 129.6
Length = 3.250 ft
2
0.90
1.00 1.00 1.00 1.500
1.00
0.80
1.00
972.0 0.00
0.0 129.6
+0.750L
1.00 1.00 1.00 1.500
1.00
0.80
1.00
0.0 0.00
0.0 0.0
Length = 0.50 ft
1
0.758 0.829
1.25
1.00 1.00 1.00 1.500
1.00
0.80
1.00
0.61 1,023.3
1,350.0 1.22
149.2 180.0
Length = 3.250 ft
2
0.758 0.829
1.25
1.00 1.00 1.00 1.500
1.00
0.80
1.00
0.61 1,023.3
1,350.0 0.19
149.2 180.0
Overall Maximum Deflections
Load Combination
Span
Max.
"-" Defl Location in Span
Load
Combination
Max. "+" Defl Location in Span
1
0.0000 0.000
L
Only
-0.0012
0.291
L Only
2
0.2990 3.250
0.0000
0.291
Project Title: Sadowski Residence Deck Remodel
Engineer: Justin Franklin
Project ID:
Project Descr: Framing and Foundations for Deck
Wood Beam %— Project File: framing and foundations.ec6
DESCRIPTION
Vertical Reactions
Railing Posts
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Max Upward from all Load Conditions
1.875
Max Upward from Load Combinations
1.406
Max Upward from Load Cases
1.875
Max Downward from all Load Conditio
-1.625
Max Downward from Load Combinations
-1.219
Max Downward from Load Cases (Resis
-1.625
L Only
-1.625
1.875
+0.750L
-1.219
1.406