REVIEWED BLD-BLD2021-1612+Calculations+11.29.2021_1.51.37_PM+2541546Page 1 of 16
Ross
Engineering
Design
Inc
SIVILLE RESIDENCE DECK AND PORCH
STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2018 IBC
8311 TALBOT ROAD, EDMONDS, WA
Job Number
21062
10/
ELECTRONIC COPY
ORIGINAL ON FILE AT
ROSS ENGINEERING DESIGN
For
THE LEREN COMPANY
Ross Engineering Design, Inc
425-314-2373
ryan.ross@rossengineer.com
Page 2 of 16
Ross
Engineering
Design
Inc
project: SIVILLE RESIDENCE DECK AND PORCH
by: RR
sheet #:
location: 8311 TALBOT ROAD, EDMONDS, WA
date: 10/27/2021
client: THE LEREN COMPANY
job #: 21062
Governing Codes
General - 2018 International Building Code
Wood - ANSI / AF&PA NDS - 2018
ANSI / AF&PA SDPWS - 2018
Loads - ASCE / SEI 7-16
Concrete - ACI 318 - 14
Default Roof Loads
Dead Load
Sheathing
Roofing
3.50 psf
Sheathing
1.50
Insulation
Sprinkler
Ceiling
Rafters/Trusses
Mechanical
Solar
Misc
0.50
Total
5.50 psf
Snow Load
Ground Snow Load Pg =
Minimum Roof Snow Load =
Exposure Factor Ce =
Thermal Factor Ct =
Slope Factor Cs =
Design Roof Snow Load Ps =
Default Wood Floor Loads
Dead Loads
Sheathing
Floor Covering
3.50 psf
Gyperete
Sheathing
2.50
Insulation
Sprinkler
Ceiling
Joist/Truss
Mechanical
Misc
1.00
Total
7.00 psf
Live Loads
Residential 40 psf
Balcony 60 psf
Rafter Roof
3.50 psf
1.50
1.00
2.50
1.50
1.00
4.00
15.00 psf
Pg
Ce =
Ct =
Cs =
Ps =
Joist Floor
3.50 psf
2.50
1.50
2.50
3.00
13.00 psf
where applicable
Truss Roof Min. w/ Uplift For Lateral
NA psf 2.00 psf NA psf
1.00
1.00
2.00
0.00 psf 6.00 psf 0.00 psf
20.0
psf
25
psf
1.0
1.0
1.0
0.7CeCtCslsPg
14
psf =
25
psf minumum roof snow load controls
Truss Floor
NA psf
0.00 psf
For Lateral
3.50 psf
2.50
1.50
2.50
3.00
13.00 psf
Page 3 of 16
Ross
Engineering
Design
Inc
project: SIVILLE RESIDENCE DECK AND PORCH
by: RR
sheet #:
location: 8311 TALBOT ROAD, EDMONDS, WA
date: 10/27/2021
client: THE LEREN COMPANY
job #: 21062
ASCE 7-16 Seismic Design Parameters
Risk Category: II ASCE Table 1.5-1
Importance Factors ASCE Table 1.5-2
Seismic, IE =
1.00
Site Soil Class:
D
ASCE Table 20.3-1
Or Geotechical
Response Accelerations:
For Lattitude =
47.84
degrees
Recommendation
& Longitude =
-122.35
degrees
https://earthquake.usgs.gov/ws/designmaps/asce7-10.ison?latitude=47.84&longitude=-122.35&riskCategory=l
I&siteClass=D&title=Example
Mapped spectral response acceleration
Ss =
1.29
g
site -specific
S1=
0.508
g
site -specific
Fa =
1.00
ASCE Table 11.4-1
Fv=
1.79
ASCE Table 11.4-2
Maximum spectral response acceleration
ASCE 11.4.4
Sens = FaSS =
1.29
g
SM1= FvS1=
0.910
g
Design spectral response
acceleration
ASCE 11.4.5
SDS = (2/3) Sens =
0.863
g
SD1= (2/3) SM1=
0.607
g
Seismic Design Category:
Based on SDS =
D
ASCE Table 11.6-1
Based on SD1=
D
ASCE Table 11.6-2
Controlling Category =
D
Building Period:
Structure Type =
4
1 - Steel moment resisting frame
ASCE 12.8.2.1
10
Building Height hn =
9
ft
2 - Concrete moment reisisting frame
Ct =
0.02
3 - Eccentrically braced steel frame
x =
0.75
4 - All other structural systems
Approximate fundamental
period
Ta = Ct x hxn =
0.10
seconds
Response Coefficient:
R =
2.50
ASCE Table 12.2-1
Q" =
2.50
Cs = SDs/(R/IE) =
0.345
ASCE 12.8.1.1
CS(max) = SD1/(RTa/IE) =
2.336
CS(min) =
0.038
Controlling Cs =
0.345
Seismic Design Force:
V = CSW =
0.345
W
(ult)
ASCE 12.8.1
V = CsW/1.4 =
0.246
W
(osd )
10/27/2021
Page 4 of 16
Ross
Engineering
Design
Inc
project: SIVILLE RESIDENCE DECK AND PORCH
by: RR
sheet #:
location: 8311 TALBOT ROAD, EDMONDS, WA
date: 10/27/2021
client: THE LEREN COMPANY
job #: 21062
ASCE 7-16 Wind Design Parameters
Risk Category
II
Design Wind Speed V
100
mph
Exposure Category
B
Enclosure Classification
Enclosed
K,t Topographic Factor
1.0
Kd Directionality Factor
0.85
Ground Elevation =
0-1000
ft
Wind Loads, Components and Cladding
ASCE 7-16 Section 30.3, h<60ft
Height h, z
9
ft
Roof Slope =
18
Degrees
Slope Reduction Factor =
1
Applied to GCp;
Velocity Pressure Coefficient
a 7
z 30
zg 1200
Kh,Z = 2.01(z/zg)2/a =
0.70
Velocity Pressure
Ke = 1
q,,h = 0.0026K,KztKdK,V2 =
15.2
psf
GCp; Internal Pressure Coeffecient
0.18
+/-
Design Wind Pressure p = q,,h(GCp - GCp) psf
Area Zone 4, 5 Zone 4
Zone 5
Zone 4, 5 Zone 4 Zone 5
Gcpi (+) Gcpi (-)
Gcpi (-)
p inward p outward p outward
10 1.000 -1.100
-1.400
18.0 -19.5 -24.1
20 0.947 -1.047
-1.294
17.2 -18.7 -22.5
50
0.877
-0.977
-1.153
16.1
-17.6
-20.3
100
0.823
-0.923
-1.047
15.3
-16.8
-18.7
150
0.792
-0.892
-0.985
14.8
-16.3
-17.8
200
0.770
-0.870
-0.941
14.5
-16.0
-17.1
300
0.739
-0.839
-0.878
14.0
-15.5
-16.1
500
0.700
-0.800
-0.800
13.4
-14.9
-14.9
IBC Table 1604.5
Figure 26.5-1
Section 26.7
Section 26.12
Figure 26.8-1
Table 26.6-1
Table 26.9-1
Section 26.10.1
Equation 26.10-1
Table 26.13-1
Figure 30.3-1
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Wood Column File =c:\Users\Ryan\DesktoplROSSEN-1\2100\21062SivilleDeck _LCI\CALCS\21062.ec6 `
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
0.0i Design
Description : FULL HEIGHT POSTS AT AWNING
Code References
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Analysis Method :
Allowable Stress Design
End Fixities
Top & Bottom Pinned
Overall Column Height
17.0 ft
( Used for non
-slender calculations )
Wood Species
Hem Fir
Wood Grade
No.2
Fb - Tension
850.0 psi Fv
150.0 psi
Fb - Compr
850.0 psi Ft
525.0 psi
Fc - Prll
1,300.0 psi Density
27.70 pcf
Fc - Perp
405.0 psi
E : Modulus of Elasticity
... x-x Bending y-y Bending
Basic 1,300.0
1,300.0
Minimum 470.0
470.0
Applied Loads
Wood Section Name 4x6
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
3.50 in Allow Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.30
Area
19.250 inA2 Cf or Cv for Compression
1.150
Ix
48.526 inA4 Cf or Cv for Tension
1.30
ly
19.651 inA4 Cm : Wet Use Factor
1.0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial
Kf : Built-up columns
1,0 NDS 15.3.2
1,300.0 ksi
Use Cr : Repetitive ?
No (non -gib only)
Brace condition for deflection (buckling) along columns :
X-X (width) axis :
Fully braced against buckling along X-X Axis
Y-Y (depth) axis :
Unbraced Length for X-X Axis buckling = 17.0
ft, K = 1.0
Column self weight included : 62.950 IDS * Dead Load Factor
AXIAL LOADS ...
Axial Load at 17.0 ft, D = 0.180, S = 0.30 k
BENDING LOADS ...
Lat. Point Load at 9.0 ft creating Mx-x, D = 0.180, S = 0.30 k
Lat. Point Load at 13.0 ft creating Mx-x, D =-0.180, S = -0.30 k
Lat. Uniform Load creating Mx-x, W = 0.0740 k/ft
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.8720 : 1
Maximum SERVICE Lateral Load Reactions . .
Load Combination +D+0.750L+0.750S+0.450W+H
Top along Y-Y 0.6290 k
Bottom along Y-Y 0.6714
k
Governing NDS Forumla Comp +
Mxx, NDS Eq. 3.9-3
Top along X-X 0.0 k
Bottom along X-X
0.0 k
Location of max.above base
9.013 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 2.403 in
at 8.443 ft above base
Applied Axial
0.4680 k
for load combination : D+W
Applied Mx
2.052 k-ft
Applied My
0.0 k-ft
Along X-X 0.0 in
at 0.0 ft above base
Fc: Allowable
273.749 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.1105 : 1
Bending Compression
Tension
Load Combination
+D+S+H
Cf or Cv : Size based factors
1.300 1.150
Location of max.above base
12.893 ft
Applied Design Shear
28.602 psi
Allowable Shear
172.50 psi
Load Combination Results
Maximum
Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C p Stress Ratio Status Location
Stress Ratio Status
Location
+D+S+H
1.150
0.114
0.6126 PASS 9.013 ft
0.1105 PASS
12.893 ft
+D+0.60W+H
1.600
0.114
0.7985 PASS 9.013 ft
0.09086 PASS
0.0 ft
+D+0.750Lr+0.750L+0.450W+H
1.600
0.114
0.6376 PASS 9.013 ft
0.07043 PASS
0.0 ft
+D+0.750L+0.750S+0.450W+H
1.600
0.114
0.8720 PASS 9.013 ft
0.09870 PASS
12.893 ft
+0.60D+0.70E+0.60H
1.600
0.114
0.09074 PASS 9.013 ft
0.01788 PASS
12.893 ft
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Wood Column
Description : FULL HEIGHT POSTS AT AWNING
Maximum Deflections for Load Combinations - Unfactored Loads
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ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
D Only
0.0000 in
0.000 ft
0.177 in
7.758 ft
S Only
0.0000 in
0.000 ft
0.295 in
7.758 ft
W Only
0.0000 in
0.000 ft
2.228 in
8.557 ft
D+S
0.0000 in
0.000 ft
0.473 in
7.758 ft
D+W
0.0000 in
0.000 ft
2.403 in
8.443 ft
Sketches
/—\ 4x6
3.50 in
048M-x Loads
0.07k1f L_ V I
Loads are total entered value. Arrows do not reflect absolute direction.
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Steel Beam
File = c:lUserslRyan\Desktop\ROSSEN-112100121062 Siville Deck_ LCkCALCS121062.ec6
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : STEEL BEAM
CODE REFERENCES
Calculations per AISC 360-10, IBC 2012, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties 1
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-10
D 0.108 L 0.48
Span = 25.0 ft
W 12x30
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.01350, L = 0.060 ksf, Tributary Width = 8.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.449: 1 M
Section used for this span
W12x30
Ma: Applied
48.275 k-ft
Mn / Omega: Allowable
107.535 k-ft
Load Combination
+D+L+H
Location of maximum on span
12.500ft
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.616 in Ratio =
Max Upward L+Lr+S Deflection
0.000 in Ratio =
Max Downward Total Deflection
0.793 in Ratio =
Max Upward Total Deflection
0.000 In Ratio =
Service loads entered. Load Factors will be applied for calculations.
im Shear Stress Ratio =
0.121
Section used for this span
W12x30
Va : Applied
7.724 k
Vn/Omega : Allowable
63.960 k
Load Combination
+D+L+H
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
486
0 <360
378
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M
V
Mmax +
Mmax - Ma - Max
Mnx
Mnx/Omega Cb Rm
Va Max
Vnx
Vnx/Omega
+D+H
Dsgn. L = 25.00 ft 1
0.100
0.027
10.78
10.78
179.58
107.53
1.00 1.00
1.72
95.94
63.96
+D+L+H
Dsgn. L = 25.00 ft 1
0.449
0.121
48.28
48.28
179.58
107.53
1.00 1.00
7.72
95.94
63.96
+D+Lr+H
Dsgn. L = 25.00 ft 1
0.100
0.027
10.78
10.78
179.58
107.53
1.00 1.00
1.72
95.94
63.96
+D+S+H
Dsgn. L = 25.00 ft 1
0.100
0.027
10.78
10.78
179.58
107.53
1.00 1.00
1.72
95.94
63.96
+D+0.750Lr+0.750L+H
Dsgn. L = 25.00 ft 1
0.362
0.097
38.90
38.90
179.58
107.53
1.00 1.00
6.22
95.94
63.96
+D+0.750L+0.750S+H
Dsgn. L = 25.00 ft 1
0.362
0.097
38.90
38.90
179.58
107.53
1.00 1.00
6.22
95.94
63.96
+D+0.60W+H
Dsgn. L = 25.00 ft 1
0.100
0.027
10.78
10.78
179.58
107.53
1.00 1.00
1.72
95.94
63.96
+D+0.70E+H
Dsgn. L = 25.00 ft 1
0.100
0.027
10.78
10.78
179.58
107.53
1.00 1.00
1.72
95.94
63.96
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 25.00 ft 1
0.362
0.097
38.90
38.90
179.58
107.53
1.00 1.00
6.22
95.94
63.96
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 25.00 ft 1
0.362
0.097
38.90
38.90
179.58
107.53
1.00 1.00
6.22
95.94
63.96
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 25.00 ft 1
0.362
0.097
38.90
38.90
179.58
107.53
1.00 1.00
6.22
95.94
63.96
+0.60D+0.60W+0.60H
Dsgn. L = 25.00 ft 1
0.060
0.016
6.47
6.47
179.58
107.53
1.00 1.00
1.03
95.94
63.96
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Steel Beam File = c:lUserslRyan\Desktop\ROSSEN-112100121062 Siville Deck_LCRCALCS121062.ec6
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : STEEL BEAM
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M
V
Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb
Rm Va Max Vnx Vnx/Omega
+0.60D+0.70E+0.60H
Dsgn. L = 25.00 ft 1
0.060
0.016
6.47 6.47 179.58 107.53 1.00
1.00 1.03 95.94 63.96
Overall Maximum Deflections - Unfactored Loads
Load Combination
Span
Max. "" Defl
Location in Span Load Combination
Max. Y' Defl Location in Span
D+L
1
0.7932
12.625
0.0000 0.000
Vertical Reactions - Unfactored
En-
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
7.724
7.724
Overall MINimum
1.724
1.724
D Only
1.724
1.724
L Only
6.000
6.000
D+L
7.724
7.724
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Steel Column File =c:\Users\Ryan\DesktoplROSSEN-1\2100\21062SivilleDeck _LCI\CALCS\21062.ec6 `
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
0.0i Design
Description : STEEL COLUMN
Code References
Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Steel Section Name: HSS4x4x1/4 Overall Column Height 8.0 ft
Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy : Steel Yield 36.0 ksi X-X (width) axis :
E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 8.0 ft, K = 1.0
Load Combination : ASCE 7-10 Y-Y (depth) axis :
Unbraced Length for Y-Y Axis buckling = 8.0 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 97.446lbsDead Load Factor
AXIAL LOADS ...
Axial Load at 8.0 ft, D=1.720, L = 6.0 k
BENDING LOADS ...
Lat. Point Load at 8.0 ft creating Mx-x, E
= 0.540 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.3744 : 1
Maximum SERVICE Load
Reactions . .
Load Combination
+D+0.70E+H
Top along X-X
0.0 k
Location of max.above base
0.0 ft
Bottom along X-X
0.0 k
At maximum location values are ...
Top along Y-Y
0.0 k
Pa: Axial
1.817 k
Bottom along Y-Y
0.540 k
Pin / Omega: Allowable
58.887 k
Ma-x : Applied
-3.024 k-ft
Maximum SERVICE Load
Deflections ...
Mn-x / Omega: Allowable
8.425 k-ft
Along Y-Y 0.7005 in at
8.0ft above base
for load combination
: E Only
Ma-y :Applied
0.0 k-ft
Mn-y / Omega: Allowable
8.425 k-ft
Along X-X
0.0 in at
0.0ft above base
for load combination
PASS Maximum Shear Stress Ratio =
0.0190 : 1
Load Combination
+D+0.70E+H
Location of max.above base
0.0 ft
At maximum location values are ...
Va : Applied
0.3780 k
Vn / Omega: Allowable
19.896 k
Load Combination Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status Location
Stress Ratio
Status Location
+D+H
0.031
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+L+H
0.133
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+Lr+H
0.031
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+S+H
0.031
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L+H
0.107
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+H
0.107
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+0.60W+H
0.031
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+0.70E+H
0.374
PASS 0.00 ft
0.019
PASS
0.00 ft
+D+0.750Lr+0.750L+0.450W+H
0.107
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+0.450W+H
0.107
PASS 0.00 ft
0.000
PASS
0.00 ft
+D+0.750L+0.750S+0.5250E+H
0.323
PASS 0.00 ft
0.014
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.019
PASS 0.00 ft
0.000
PASS
0.00 ft
+0.60D+0.70E+0.60H
0.368
PASS 0.00 ft
0.019
PASS
0.00 ft
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Steel Column
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ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : STEEL COLUMN
Maximum Reactions - Unfactored
Note: Only non -zero reactions are listed.
X-X Axis Reaction
Y-Y Axis Reaction
Axial Reaction
Load Combination
@ Base @ Top
@ Base @ Top
@ Base
D Only
k
k
1.817 k
L Only
k
k
6.000 k
E Only
k
-0.540
k
k
D+L
k
k
7.817 k
D+E
k
-0.540
k
1.817 k
D+L+E
k
-0.540
k
7.817 k
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
D Only
0.0000
in
0.000
ft
0.000
in
0.000 ft
L Only
0.0000
in
0.000
ft
0.000
in
0.000 ft
E Only
0.0000
in
0.000
ft
0.700
in
8.000 ft
D+L
0.0000
in
0.000
ft
0.000
in
0.000 ft
D+E
0.0000
in
0.000
ft
0.700
in
8.000 ft
D+L+E
0.0000
in
0.000
ft
0.693
in
7.946 ft
Steel Section Properties :
HSS4x4x114
Depth =
4.000 in
I xx =
7.80 in^4 J = 12.800 in^4
S xx =
3.90 inA3
Width =
4.000 in
R xx =
1.520 in
Wall Thick =
0.250 in
Zx =
4.690 inA3
Area =
3.370 in^2
Iyy =
7.800 in"4 C = 6.560inA3
Weight =
12.181 plf
S yy =
3.900 inA3
R yy =
1.520 in
Ycg = 0.000 in
).]20k M-x Loads
0 54k
O
aD
I
L
Loads are total entered value. Arrows do not reflect absolute direction.
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Steel Base Plate File=c:lUserslRyan\DesktoplROSSEN-112100121062SivilleDeck_LCIICALCS121062.ec6
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Lic. #: KW-06009956 Licensee : Ross Engineering Design
Description : STEEL COLUMN BASE PLATE
Code References
Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
General Information
Material Properties
AISC Design Method Allowable Strength Design
Steel Plate Fy = 36.0 ksi
Concrete Support fc = 2.50 ksi
Assumed Bearing Area :Full Bearing
Column & Plate
Column Properties
Steel Section: HSS4x4xl/4
Depth 4 in
Width 4 in
Flange Thickness 0.233 in
Web Thickness in
Q c : ASD Safety Factor.
Allowable Bearing Fp per J8
Area 3.37 inA2
Ixx 7.8 inA4
lyy 7.8 inA4
Plate Dimensions Support Dimensions
N : Length 9.0 in Width along "X" 90.0 in
B : Width 9.0 in Length along "Z' 12.0 in
Thickness 0.750 in
Column assumed welded to base plate.
Applied Loads
P-Y V-Z M-X
D : Dead Load .......
0.720 k
L : Live .......
6.0 k
Lr : Roof Live .........
k
S : Snow ................
k
W : Wind ................
k
E : Earthquake ..............
k
H : Lateral Earth .........
k
" P " = Gravity load,
"+" sign is downward.
k
k-ft
k
k-ft
k
k-ft
k
k-ft
k
k-ft
k 4.320 k-ft
k
k-ft
"+° Moments create higher soil pressure at
+Z edge.
"+" Shears push plate towards +Z edge.
2.50
2.833 ksi
+X +X
+VZ
+Z +Z
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Steel Base Plate
File =c:lUserslRyan\DesktoplROSSEN-112100121062SivilleDeck_LCIICALCS121062.ec6
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : STEEL COLUMN BASE PLATE
GOVERNING DESIGN LOAD CASE SUMMARY Mu: Max. Moment ..................... 1.317 k-in
Plate Design Summary fb : Max. Bending Stress ............... 9.364 ksi
Desi n Method All bl St th D Fb : Allowable: 21.557 ksi
g
owa a reng eslgn
Governing Load Combination
+0.60D+0.70E+0.60H
Governing Load Case Type
Axial + Moment, L/2 < Eccentricity, Tension on BC
Bending Stress Ratio
0.434
Design Plate Size
9" x 9" x 0 -314"
Bending Stress OK OK
Pa: Axial Load ....
0.432 k
fu : Max. Plate Bearing Stress ....
1.133 ksi
Ma: Moment ........
3.024 k-ft
Fp : Allowable:
1.133 ksi
min( 0.85*fc*sgrt(A2/A1),1.7* fc)*Omega
Bearing Stress Ratio
1.000
Bearing Stress OK
Tension in each Bolt ...................
2.410
Allowable Bolt Tension ...............
2.500
Tension Stress Ratio
0.964
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General FootingFile
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ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : FOOTING AT STEEL COLUMN
Code References
Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
2.670 ksf
fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.60
Values Flexure =
0.90
Shear =
Analysis Settings
0.750
Increases based on footing Depth
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf. =
Allowable pressure increase per foot of deptl=
ksf
Min Allow % Temp Reinf. =
0.00180
when footing base is below =
ft
Min. Overturning Safety Factor =
1.0 : 1
Min. Sliding Safety Factor =
1.0 : 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of dep1=
ksf
Use ftg wt for stability, moments & shears
Yes
when maximum length or width is greater4
ft
Add Pedestal Wt for Soil Pressure
No
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis = 3.750 ft
Length parallel to Z-Z Axis = 3.750 ft
Footing Thicknes = 8.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis = in
Height - in
Rebar Centerline to Edge of Concrete..
at Bottom of footing = 3.0 in
Reinforcin
Bars parallel to X-X Axis =
Number of Bars
4
Reinforcing Bar Size = #
4
Bars parallel to Z-Z Axis
Number of Bars =
4
Reinforcing Bar Siz( _ #
4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
Z
4-N4 Bars 4-N4 Bars
X-X Section Looking to+Z Z-Z Section Looking to+X
D Lr L S W E H
P : Column Load = 2.0 6.0 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = 4.30 k-ft
V-x = 0.5380 k
V-z = k
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General Footing
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g
ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31
Description : FOOTING AT STEEL COLUMN
DESIGN SUMMARY
- • •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
0.5007
Soil Bearing
1.337 ksf
2.670 ksf
+0.60D+0.70E+0.60H about Z-Z axis
PASS
n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS
1.159
Overturning - Z-Z
3.261 k-ft
3.779 k-ft
0.6D+0.7E
PASS
3.211
Sliding - X-X
0.3766 k
1.209 k
0.6D+0.7E
PASS
n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.3737
Z Flexure (+X)
1.704 k-ft
4.559 k-ft
+1.20D+0.50Lr+1.60L+1.60H
PASS
0.3737
Z Flexure (-X)
1.704 k-ft
4.559 k-ft
+1.20D+0.50Lr+1.60L+1.60H
PASS
0.3737
X Flexure (+Z)
1.704 k-ft
4.559 k-ft
+1.20D+0.50Lr+1.60L+1.60H
PASS
0.3737
X Flexure (-Z)
1.704 k-ft
4.559 k-ft
+1.20D+0.50Lr+1.60L+1.60H
PASS
0.3096
1-way Shear (+X)
23.224 psi
75.0 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS
0.3096
1-way Shear (-X)
23.224 psi
75.0 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS
0.3096
1-way Shear (+Z)
23.224 psi
75.0 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS
0.3096
1-way Shear (-Z)
23.224 psi
75.0 psi
+1.20D+0.50Lr+1.60L+1.60H
PASS
0.8997
2-way Punching
134.949 psi
150.0 psi
+1.20D+0.50Lr+1.60L+1.60H
Page 15 of 16
Ross
Engineering
Design
Inc
project: SIVILLE RESIDENCE DECK AND PORCH
by: RR
sheet #:
location: 8311 TALBOT ROAD, EDMONDS, WA
date: 10/27/2021
client: THE LEREN COMPANY
job #: 21062
MISC CALCULATIONS
SEISMIC LOAD TO STEEL COLUMNS
AREA =
120.00
SQ FT
DL =
13.00
PSF
W =
1560
LB
Cs =
0.345
V = CsW =
538
LB
PER COLUMN
TAPERED JOISTS
span
16 ft
dl
13 psf
II
60 psf
spacing
16 in
width
3 in
location
moment
depth
S
fb
f'b allow = 900 x 1.15 = 1035 psi
ft
in -lb
in
in
psi
0
0
11.25
63.3
0
V = 779 lb
1
8760
11
60.5
145
A = 21.75 in2
2
16352
10.75
57.8
283
Fv = 3V/2A = 54 psi
3
22776
10.5
55.1
413
f'v allow = 180 psi
4
28032
10.25
52.5
534
5
32120
10
50.0
642
6
35040
9.75
47.5
737
7
36792
9.5
45.1
815
8
37376
9.25
42.8
874
9
36792
9
40.5
908
10
35040
8.75
38.3
915
11
32120
8.5
36.1
889
12
28032
8.25
34.0
824
13
22776
8
32.0
712
14
16352
7.75
30.0
544
Tapered 2x12 DF#2 joist OK
15
8760
7.5
28.1
311
16
0
7.25
26.3
0
Awning Tie Rod Connections
T = 2 ft x 6 ft x (15+25 psf) x 1.41 677 lb each connection
parallel to grain = 240 lb each bolt
perpendicular to grain = 240 lb + 480 x 7"/6" = 800 lb
Upper connection
min edge = 2.5 inches min space = 2.5"
V bolt = 835 lb
Fe' para = 1.15 x 121C 1391.5 lb
Fe' perp = 1.15 x 610 : 701.5 lb
V allow = 864 lb OK NDS 11.3.3
Lower connection
min end = 1.25 inches min space = 2.5"
V bolt = 835 lb
Fe' para = 1.15 x2 x65 1495 lb
Fe' perp = 1.15 x 2 x 3 736 lb
V allow = 987 lb OK NDS 11.3.3
Page 16 of 16
Ross
Engineering
Design
Inc
project: SIVILLE RESIDENCE DECK AND PORCH
by: RR
sheet #:
location: 8311 TALBOT ROAD, EDMONDS, WA
date: 10/27/2021
client: THE LEREN COMPANY
job #: 21062
MISC CALCULATIONS
DECK LEDGER
V = (13+60 psf) x 8 ft = 584 plf
SDS25312 V allow = 245 lb
Req'd spacing = 0.420 ft
provide (2) rows at 8" o.c.
245 x 2 x 12/8 = 735 plf OK