APPROVED BLD-BLD2020-1071+Calculations+10.11.2020_3.29.43_PMRobin & Karen Michel
Rob Michel
7305 Soundview Drive
Edmonds, WA 98026
206-930-2445 phone
0 fax
SSS #s1806006
7305 Soundview Drive
Deck Addition
Michel Design (206-930-2445)
Section Engineering Calculations
1
2 Framing Analysis
3 Foundation Analysis
4 Detail Calculations
WAC 196-23-070
Client
Project
Identification
Design Criteria
Detail Calculations
24113 56th Ave W - Mountlake Terrace, WA 98043 - Ph: 425-778-1023 - Fax: 206-260-7490
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2020-0071
REVIEWED
BY
CITY OF EDMONDS
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
DESIGN CRITERIA
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Governing Code 15 IBC Risk Category II
Internal Pressure Coefficient +/-
Surface Roughness Topographic Factor, Kzt
Wind Exposure Category Wind Importance Factor, I
Earthquake Design Data
Seismic Importance Factor, I e Seismic Force Resisting System Table 12.2-1: A-15
Site Classification Response Modification Factor, R Transverse
Short Period Acceleration, Ss Longitudinal
1-Second Acceleration, S1 2010 Equiv. Lateral Force Procedure
Seismic Design Category Seismic Response Coefficient, Cs Transverse
Spectral Response Coefficient, S DS Longitudinal
Spectral Response Coefficient, S D1 New Seismic Base Shear, V lbs
Decks:
Joists5
Notes apply as called out in table above.
5 Joists of sawn lumber or wood I-joists.
Allowable Soil Bearing psf
0.511 13123
6.51.302
D
0.868
Basic Wind Speed (3 sec gust) mph 0.18
1.32
1.00
110
B
B
Wind Design Data
DESIGN CRITERIA
1.00
D
0.511
0.134
6.5
0.134
Soil Data
2000
Gravity Load Data
loads are psf
Dead Live Snow
20 60 25
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Topographic Effects
Distances below are measured from the base.
elev:411
dist:3980
elev:395
dist:3610
elev:205.5
dist:2066
elev:0
dist:0
Exposure Category B
Height above local ground z=17.333 ft
Location Relative to Crest Downwd
Hill Shape 2-D Esc
Height of Hill H=411 ft
Lh=1914 ft
x=370 ft
1)
Controlled
by:2-mi True
2)2-mi True
3)True
4)H/Lh >=0.21 True
5)H = 411 True
Topographic factor
Kzt=1.32
Otherwise:
Kzt=1.32 K1=0.16
K2=0.95
K3=0.98
Crest
Site
H/2
Base
Distance upwind of the crest to where the
difference in ground elevation is half of the height
of the hill.
Distance upwind (or downwind) from the crest to
Wind Speed-up over Hills, Ridges, and Escarpments
The hill, ridge, or escarpment is isolated and unobstructed upwind by
other similar topographic features of comparable height for 100 times the
height of the topographic feature or 2 mi., whichever is less. This
distance shall be measured horizontally from the point at which the
height H of the hill, ridge, or escarpment is determined.
The hill, ridge, or escarpment protrudes above the height of upwind
terrain features within a 2-mi radius in any quadrant by a factor of two or
The structure is located as shown in Fig. 6-4 in the upper one-half of a
hill or ridge or near the crest of an escarpment.
H/Lh >= 0.2
H is greater than or equal to 15 ft for Exposure C and D and 60 ft for
Exposure B
If site conditions and locations of structures do not meet all the
conditions specified in Section 26.8.1 then Kzt = 1.0.
Case Studies in Kzt Determination
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
GRAVITY ANALYSIS
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
SOUND STRUCTURAL SOLUTIONSLic. # : KW-06006655
DESCRIPTION:0-1
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: _enercalc trib_190129.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir - Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.20
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2015
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.50 ft, (deck)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.169: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 2.250 ft
26.60 psi=
=
1,170.00 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.148 : 1
0.000 ft=
=
198.13 psi
Maximum Deflection
0 <360
4942
Ratio =0 <240
Max Downward Transient Deflection 0.008 in 6898Ratio =>=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.011 in Ratio =>=240
Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 4.50 ft 1 0.047 0.041 0.90 1.300 1.00 1.00 1.00 0.13 49.53 1053.00 0.11 162.001.00 6.65
1.00+D+L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.169 0.148 1.00 1.300 1.00 1.00 1.00 0.51 198.13 1170.00 0.45 180.001.00 26.60
1.00+D+S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.083 0.072 1.15 1.300 1.00 1.00 1.00 0.28 111.45 1345.50 0.25 207.001.00 14.96
1.00+D+0.750L+0.750S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.154 0.135 1.15 1.300 1.00 1.00 1.00 0.53 207.42 1345.50 0.47 207.001.00 27.85
1.00+1.140D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.030 0.026 1.60 1.300 1.00 1.00 1.00 0.14 56.47 1872.00 0.13 288.001.00 7.58
1.00+1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.114 0.099 1.60 1.300 1.00 1.00 1.00 0.54 212.62 1872.00 0.48 288.001.00 28.55
1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.016 0.014 1.60 1.300 1.00 1.00 1.00 0.08 29.72 1872.00 0.07 288.001.00 3.99
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
SOUND STRUCTURAL SOLUTIONSLic. # : KW-06006655
DESCRIPTION:0-1
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: _enercalc trib_190129.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00+0.460D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.012 0.011 1.60 1.300 1.00 1.00 1.00 0.06 22.79 1872.00 0.05 288.001.00 3.06
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750L+0.750S 1 0.0109 2.266 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.471 0.471
Overall MINimum 0.141 0.141
D Only 0.113 0.113
+D+L 0.450 0.450
+D+S 0.253 0.253
+D+0.750L+0.750S 0.471 0.471
+0.60D 0.068 0.068
L Only 0.338 0.338
S Only 0.141 0.141
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
SOUND STRUCTURAL SOLUTIONSLic. # : KW-06006655
DESCRIPTION:0-2a
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: _enercalc trib_190129.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir - Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.20
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2015
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.50 ft, (deck)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.50 ft, (deck)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.134: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 4.500 ft
31.86 psi=
=
1,170.00 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.177 : 1
4.500 ft=
=
156.55 psi
Maximum Deflection
0 <360
9209
Ratio =122708 >=240
Max Downward Transient Deflection 0.004 in 12855Ratio =>=360
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.006 in Ratio =>=240
Max Upward Total Deflection -0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 4.50 ft 1 0.037 0.049 0.90 1.300 1.00 1.00 1.00 0.10 39.14 1053.00 0.13 162.001.00 7.96
1.00Length = 2.0 ft 2 0.037 0.049 0.90 1.300 1.00 1.00 1.00 0.10 39.14 1053.00 0.10 162.001.00 7.96
1.00+D+L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.134 0.177 1.00 1.300 1.00 1.00 1.00 0.40 156.55 1170.00 0.54 180.001.00 31.86
1.00Length = 2.0 ft 2 0.134 0.177 1.00 1.300 1.00 1.00 1.00 0.40 156.55 1170.00 0.40 180.001.00 31.86
1.00+D+S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.065 0.087 1.15 1.300 1.00 1.00 1.00 0.23 88.06 1345.50 0.30 207.001.00 17.92
1.00Length = 2.0 ft 2 0.065 0.087 1.15 1.300 1.00 1.00 1.00 0.23 88.06 1345.50 0.23 207.001.00 17.92
1.00+D+0.750L+0.750S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.122 0.161 1.15 1.300 1.00 1.00 1.00 0.42 163.89 1345.50 0.56 207.001.00 33.35
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
SOUND STRUCTURAL SOLUTIONSLic. # : KW-06006655
DESCRIPTION:0-2a
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: _enercalc trib_190129.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00Length = 2.0 ft 2 0.122 0.161 1.15 1.300 1.00 1.00 1.00 0.42 163.89 1345.50 0.42 207.001.00 33.35
1.00+1.140D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.024 0.032 1.60 1.300 1.00 1.00 1.00 0.11 44.62 1872.00 0.15 288.001.00 9.08
1.00Length = 2.0 ft 2 0.024 0.032 1.60 1.300 1.00 1.00 1.00 0.11 44.62 1872.00 0.11 288.001.00 9.08
1.00+1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.090 0.119 1.60 1.300 1.00 1.00 1.00 0.43 168.00 1872.00 0.58 288.001.00 34.18
1.00Length = 2.0 ft 2 0.090 0.119 1.60 1.300 1.00 1.00 1.00 0.43 168.00 1872.00 0.43 288.001.00 34.18
1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.013 0.017 1.60 1.300 1.00 1.00 1.00 0.06 23.48 1872.00 0.08 288.001.00 4.78
1.00Length = 2.0 ft 2 0.013 0.017 1.60 1.300 1.00 1.00 1.00 0.06 23.48 1872.00 0.06 288.001.00 4.78
1.00+0.460D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.010 0.013 1.60 1.300 1.00 1.00 1.00 0.05 18.00 1872.00 0.06 288.001.00 3.66
1.00Length = 2.0 ft 2 0.010 0.013 1.60 1.300 1.00 1.00 1.00 0.05 18.00 1872.00 0.05 288.001.00 3.66
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+0.750L+0.750S 1 0.0059 2.036 0.0000 0.000
+D+0.750L+0.750S+D+0.750L+0.750S 2 0.0008 2.000 -0.0004 0.525
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.378 0.983
Overall MINimum 0.113 0.293
D Only 0.090 0.235
+D+L 0.361 0.939
+D+S 0.203 0.528
+D+0.750L+0.750S 0.378 0.983
+0.60D 0.054 0.141
L Only 0.271 0.704
S Only 0.113 0.293
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
SOUND STRUCTURAL SOLUTIONSLic. # : KW-06006655
DESCRIPTION:0-2c
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: _enercalc trib_190129.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set : IBC 2015
Material Properties
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir - Larch
No.2
900.0
900.0
1,350.0
625.0
1,600.0
580.0
180.0
575.0 31.20
Analysis Method :
Eminbend - xx ksi
Wood Species :
Wood Grade :
Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
psiFc - Perp
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination :IBC 2015
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020 ksf, Tributary Width = 2.50 ft, (deck)
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.060, S = 0.0250 ksf, Tributary Width = 2.50 ft, (deck)
.DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.134: 1
Load Combination +D+L
Span # where maximum occurs Span # 1
Location of maximum on span 4.500 ft
23.65 psi=
=
1,170.00 psi
4x8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1=
Load Combination +D+L
=
=
=
180.00 psi==
Section used for this span 4x8
Maximum Shear Stress Ratio 0.131 : 1
4.500 ft=
=
156.55 psi
Maximum Deflection
14157 >=360
3818
Ratio =18935 >=240
Max Downward Transient Deflection 0.012 in 4120Ratio =>=360
Max Upward Transient Deflection -0.004 in Ratio =
Max Downward Total Deflection 0.013 in Ratio =>=240
Max Upward Total Deflection -0.003 in
.Maximum Forces & Stresses for Load Combinations
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
D Only 0.00 0.00 0.000.00
1.00Length = 4.50 ft 1 0.037 0.049 0.90 1.300 1.00 1.00 1.00 0.10 39.14 1053.00 0.13 162.001.00 7.96
1.00Length = 2.0 ft 2 0.037 0.049 0.90 1.300 1.00 1.00 1.00 0.10 39.14 1053.00 0.10 162.001.00 7.96
1.00+D+L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.134 0.131 1.00 1.300 1.00 1.00 1.00 0.40 156.55 1170.00 0.40 180.001.00 23.65
1.00Length = 2.0 ft 2 0.134 0.131 1.00 1.300 1.00 1.00 1.00 0.40 156.55 1170.00 0.40 180.001.00 23.65
1.00+D+S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.065 0.064 1.15 1.300 1.00 1.00 1.00 0.23 88.06 1345.50 0.23 207.001.00 13.30
1.00Length = 2.0 ft 2 0.065 0.064 1.15 1.300 1.00 1.00 1.00 0.23 88.06 1345.50 0.23 207.001.00 13.30
1.00+D+0.750L+0.750S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.122 0.120 1.15 1.300 1.00 1.00 1.00 0.42 163.89 1345.50 0.42 207.001.00 24.75
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Wood Beam
SOUND STRUCTURAL SOLUTIONSLic. # : KW-06006655
DESCRIPTION:0-2c
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31
File: _enercalc trib_190129.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Span #
Moment ValuesLoad Combination
C i C LCCCCF/V mr td
Shear ValuesMax Stress Ratios
M CV fbM fvF'b V F'vSegment Length
1.00Length = 2.0 ft 2 0.122 0.120 1.15 1.300 1.00 1.00 1.00 0.42 163.89 1345.50 0.42 207.001.00 24.75
1.00+1.140D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.024 0.032 1.60 1.300 1.00 1.00 1.00 0.11 44.62 1872.00 0.15 288.001.00 9.08
1.00Length = 2.0 ft 2 0.024 0.032 1.60 1.300 1.00 1.00 1.00 0.11 44.62 1872.00 0.11 288.001.00 9.08
1.00+1.105D+0.750L+0.750S 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.090 0.088 1.60 1.300 1.00 1.00 1.00 0.43 168.00 1872.00 0.43 288.001.00 25.37
1.00Length = 2.0 ft 2 0.090 0.088 1.60 1.300 1.00 1.00 1.00 0.43 168.00 1872.00 0.43 288.001.00 25.37
1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.013 0.017 1.60 1.300 1.00 1.00 1.00 0.06 23.48 1872.00 0.08 288.001.00 4.78
1.00Length = 2.0 ft 2 0.013 0.017 1.60 1.300 1.00 1.00 1.00 0.06 23.48 1872.00 0.06 288.001.00 4.78
1.00+0.460D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00
1.00Length = 4.50 ft 1 0.010 0.013 1.60 1.300 1.00 1.00 1.00 0.05 18.00 1872.00 0.06 288.001.00 3.66
1.00Length = 2.0 ft 2 0.010 0.013 1.60 1.300 1.00 1.00 1.00 0.05 18.00 1872.00 0.05 288.001.00 3.66
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
L Only10.0000 0.000 -0.0038 2.615
+D+0.750L+0.750S 2 0.0126 2.000 0.0000 2.615
.
Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.090 0.624
Overall MINimum -0.028 0.153
D Only 0.090 0.235
+D+L 0.024 0.601
+D+S 0.063 0.388
+D+0.750L+0.750S 0.019 0.624
+0.60D 0.054 0.141
L Only -0.067 0.367
S Only -0.028 0.153
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
FOUNDATION
ANALYSIS
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
FTG - FOOTING, TYPICAL
Soil Bearing Capacity
2000 Psf
WIDTH
(Transverse)
LENGTH
(Longitude)THICKNESS LONGITUDE TRANSVERSE Total Load
F1.5 1'-6"1'-6"8"(2) #4's (2) #4's 4,500
FOOTING SCHEDULE
CENTER UNDER CONCENTRATED LOAD U.N.O.
ID
FOOTING SIZE REINFORCEMENT
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
6628 212th Street SW, Suite 205 - Lynnwood, WA 98036 - Ph: 425-778-1023 - Fax: 206-260-7490
DETAIL ANALYSIS
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
EDL - EXTERIOR DECK LEDGER
Ledger fastener type and spacing calculation
Deck Joist Span, L 1.333 ft
Fastener Spacing, x 32 in
Fasteners per Location 1
Fastener Type SDS25312
Ledger Section 2x10
Ledger Species & Grade DF-No.2 (2"-4")
Preassure Treated?Yes Dead Live Snow Misc
Fastener Stress 76%20.0 60.0 25.0
Ledger Bending Stress 3%
Ledger Shear Stress 19%
Uniform Load, w =70.0 plf
Total shear on ledger, V = 187 lb
Moment on ledger = 49.77 ft-lb
Fastener
Allowable Shear =245 lb
Shear Per Fastener =186.62 lb
Member
Fb =720 psi
Fv =144 psi
Area =13.875 in2
fb =20.18 psi
fv =27.92 psi
Design Loads:
PARALLEL CONDITION
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
EDL - EXTERIOR DECK LEDGER
Ledger fastener type and spacing calculation
Deck Joist Span, L 5 ft
Fastener Spacing, x 8 in
Fasteners per Location 2
Fastener Type SDS25312
Ledger Section 2x10
Ledger Species & Grade DF-No.2 (2"-4")
Preassure Treated?Yes Dead Live Snow Misc
Fastener Stress 36%20.0 60.0 25.0
Ledger Bending Stress 3%
Ledger Shear Stress 5%
Uniform Load, w =262.5 plf
Total shear on ledger, V = 175 lb
Moment on ledger = 11.67 ft-lb
Fastener
Allowable Shear =245 lb
Shear Per Fastener =87.50 lb
Member
Fb =720 psi
Fv =144 psi
Area =13.875 in2
fb =18.92 psi
fv =6.55 psi
Design Loads:
PERPENDICULAR CONDITION
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
USE (5) 16d COMMON NAILS MIN
PER CONNECTION
RECEIVED
Oct 12 2020
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT