HomeMy WebLinkAboutX2017-0231 - CalcsCalculations
for
AINING YARD WALLS
2620 Cliff Drive
)ort Beach,CA 92663
Engineer of Record
Jose De Jesus Prieto
7446 Comanche Drive
Buena Park, CA 90620
Design Engineer
Ronny Dorantes
LO
014/- ill
X2ot-j- - 02 31
20 ?.v Gli-Ff fir:
Job Number: NIA
Date: April 4'17
Page 1 of 16
IN
w
RI
I
I
2
Calculations
for
AINING YARD WALLS
2620 Cliff Drive
)ort Beach,CA 92663
Engineer of Record
Jose De Jesus Prieto
7446 Comanche Drive
Buena Park, CA 90620
Design Engineer
Ronny Dorantes
LO
014/- ill
X2ot-j- - 02 31
20 ?.v Gli-Ff fir:
Job Number: NIA
Date: April 4'17
Page 1 of 16
IN
JOB NAME:
Cliff Dove Residence
JOB NO:
NIA
SHEET NO:
DESIGN ENGINEER: BC
I DATE: April 4'17
ANALYSIS:
General
IV.
Design Criteria
Code
A. Design based on the 2016 International Building Code (IBC)/2016 California Building Code (CBC)
Lateral Loads
Ss= 1.699g & St= 0.627g , SDs 1.133 g & Soy=0.627 g
Stiff soil
Site Class D
Risk Category II
Allowable Stresses
A. Timber
Lumber: Douglas Fir Larch No.1..................................................................... Fb,,,= 1,000 psi
B. Concrete (for Desion)
Footings ...................................
B. Concrete Block & Grout
Concrete Block ...........................
Grout........................................
Medium Weight Concrete Block
C. Reinforcing Steel
Slabs & Footings ......................
V = 4,500 psi at 28 Days
f"= 1,500 psi
V = 2,000 psi at 28 days
.............. ASTM A615:
Fy = 60 ksi for #5 and larger
Fy = 40 ksi for #4 and lower
D. Soil
Maximun Soil Bearing Pressure Dead Load Only) Q,nuw-1,200 psf
Maximun Soil Bearing Pressure (Dead Load + Live Load) ......................... Q,nuw-1,500 psf
Retaining Walls
Friction Factor 0.35
Equivalent Fluid Passive Pressure= 350 pcf
Passive Pressure - Level Ground = 350 pcf
Passive Pressure- 10% Slope Down= 320 pcf
Active Pressure - Level Backfill = 40 pcf
Active Pressure- 10% Slope= 42 pcf
Passive Pressure- 10% Slope Down= 320 pcf
Passive Pressure - 10% Slope Down= 320 pcf
Soil Density = 120 pcf
W,
Title : W1 Page:
Job # : WA Dsgnr: R.D Date: 30 MAY 2017
Descr:
all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc
RetalnPro 70 (c) 7007.2072, Build 70.78.8.37
u«nse: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05
License To:
Criteria
1,091 psf OK
Retained Height =
2.33 it
Wall height above soil =
0.25 ft
Slope Behind Wall =
10.00:1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 it
Surcharge Loads
1,091 psf OK
Surcharge Over Heel -
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
ACI Factored@Toe =
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
100.6 psi
Wall Stability Ratios
Lateral Sliding Force =
Overturning =
2.76 OK
Sliding =
2.64 OK
Total Bearing Load = 1,121 Ibs
...resultant ecc. = 3.78 in
Soil Pressure @ Toe =
1,091 psf OK
Soil Pressure @ Heel =
30 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored@Toe =
1,208 psi
ACI Factored @ Heel =
34 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
2.2 psi OK
Allowable =
100.6 psi
Sliding Gales (Vertical Component Used)
Lateral Sliding Force =
329.9 lbs
less 100% Passive Force = -
480.0 lbs
less 100% Friction Force = -
392.3 lbs
Soil Data
Allow Soil Bearing = 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 42.0 psf/ft
Passive Pressure
= 320.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingllSoil Friction
= 0.350
Soil height to ignore
has been increased
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/it
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
The above lateral load
Wall to Fig CL Dist =
has been increased
1.00
by a factor of
Base Above/Below Soil
Wind on Exposed Stem =
0.0 psf
Adjacent Footing Load
To stem
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
# 4
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
To stem
Design Height Above Ftg
it =
Stem OK
0.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
48.00
Rebar Placed at
=
Edge
Design Data
Use Half Stresses
fb/FB+fa/Fa
=
0.214
Total Force @ Section
Ibs =
114.0
Moment.... Actual
it-#=
88.5
Moment..... Allowable
=
412.9
Shear..... Actual
psi =
1.8
Shear..... Allowable
psi =
38.7
Wall Weight
=
78.0
Rebar Depth 'd'
in=
5.25
LAP SPLICE IF ABOVE
in=
24.00
LAP SPLICE IF BELOW
in=
Concrete Data
fc
HOOK EMBED INTO FTG in=
6.00
Added Force Req'd
= 0.0 Ibs OK
Masonry Data
....for 1.5: 1 Stability
= 0.0 Ibs OK
Fm
psi=
1,500
Fs
psi=
20,000
Solid Grouting
=
Yes
Use Half Stresses
=
n/a
Load Factors
Modular Ratio'n'
=
21.48
Building Code
IBC 2006,ACI
Short Term Factor
=
1.000
Dead Load
1.200
Equiv. Solid Thick.
in=
7.60
Live Load
1.600
Masonry Block Type
=
Medium Weight
Earth, H
1.600
Masonry Design Method
=
ASD
Wind, W
1.600
Concrete Data
fc
Seismic, E1,000
Fy
psi=
psi =
Title Wt Page:
Job # : WA Dsgnr: R.D Date: 30 MAY 2017
Descr.
all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc
RetainPro 10 (c)1907.2012, Build 10.13.8.31
License:
Cantilevered Retaining Wall Design Code' IBC 2006,ACI 318-05,ACI 530-05
License To:
Footing Design Results
Footing Dimensions &Strengths
Toe Width =
0.00 ft
_Toe Heel
Heel Width =
2.00
Factored Pressure = 1,208 34 psf
Total Footing Width =
2.00
Mu': Upward = 0 1 ft-#
Footing Thickness =
18.00 in
Mu': Downward = 0 204 ft-#
Mu: Design = 0 203 ft-#
Key Width =
12.00 in
Actual 1 -Way Shear = 0.00 2.25 psi
Key Depth =
0.00 in
Allow 1 -Way Shear = 0.00 100.62 psi
Key Distance from Toe =
1.83 ft
Toe Reinforcing = #4 @ 16.00 in
fc = 4,500 psi Fy =
60,000 psi
Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density =
150.00 pcf
Key Reinforcing = None Spedd
Min. As % =
0.0018
Other Acceptable Sizes & Spacings
Cover(p Top 3.00 @ Btm
= 3.00 in
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: Not req'd, Mu < S * Fr
Rem
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
Forces & Moments
Force
lbs
Force Distance Moment
lbs ft ft-#
329.9 1.32 435.8 Soil Over Heel = 372.8 1.33 497.1
Sloped Soil Over Heel = 10.7 1.56 16.6
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
329.9 O.T.M. 435.8 Stem Weight(s) = 201.2 0.33 67.1
Earth @ Stem Transitions =
ResistinglOvertuming Ratio = 2.76
Vert. component of active S.P. used for Overturning Resistance.
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Footing Weight = 450.0 1.00 450.0
Key Weight = 2.33
= 86.3 2.00 172.5
Total= 1,121.0 lbs R.Ii 1,203.3
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
9
Pp= 480.#
10.
J
1090.7psf
. 48psf 329.87#
8.1n Mas w/#4 48.in o/c
Sol Grout
Special Insp
#4@18.in @ Heel
all horiz. reinf.
See Appendix
Title W2 Page:
Job # NA Dsgnr: R.D Date: 30 MAY 2017
Descr: W2 UPDATED ON 6.16.17
all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc
RetalnPro 10 (c) 1887.2012, Build 10.18.8.31
License: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05
License To:
Criteria
1,023 psf OK
Retained Height =
2.58 It
Wall height above soil =
0.17 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
1,023 psf OK
Surcharge Over Heel -
20.0 psf
Used To Resist Sliding & Overturning
1,500 psf
Surcharge Over Toe =
0.0 psi
Used for Sliding & Overturning
1,227 psf
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 be
Axial Load Eccentricity =
0.0 in
Design Summary
Sliding Calcs (Vertical Component Used)
Wall Stability Ratios
406.1 lbs
Overturning =
3.51 OK
Sliding =
2.49 OK
Total Bearing Load = 1,520 lbs
...resultant ecc. = 4.68 in
Soil Pressure @ Toe =
1,023 psf OK
Soil Pressure @ Heel =
83 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored@Toe =
1,227 psf
ACI Factored @ Heel =
99 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
1.8 psi OK
Allowable =
100.6 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
406.1 lbs
less 100% Passive Force= -
480.0 lbs
less 100% Friction Force = -
532.0 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors
320.0 psf/ft
Building Code
IBC 20061ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing = 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 42.0 psf/ft
Passive Pressure
320.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIISoil Friction
= 0.350
Soil height to ignore
has been increased
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
350.0 #/ft
...Height to Top =
0.83 ft
...Height to Bottom =
0.75 ft
The above lateral load
Wall to Ftg CL Dist =
has been increased
1.00
by a factor of
Base Above/Below Soil
Wind on Exposed Stem =
0.0 psi
Adjacent Footing Load
Top Stem
Adjacent Footing Load =
0.0 IDs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 It
Footing Type
Line Load
Base Above/Below Soil
# 4
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
Top Stem
Design Height Above Ftg
It =
Stem OK
0.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
48.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
=
0.401
Total Force @ Section
be =
185.8
Moment.... Actual
ft-#=
165.6
Moment..... Allowable
=
412.9
Shear..... Actual
psi =
2.9
Shear..... Allowable
psi =
38.7
Wall Weight
=
78.0
Rebar Depth 'd'
in =
5.25
LAP SPLICE IF ABOVE
in=
24.00
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
- 6.00
Masonry Data
fm
Fs
Solid Grouting
Use Half Stresses
Modular Ration'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psi= 1,500
psi = 20,000
Yes
n/a
21.48
= 1.000
in= 7.60
= Medium Weight
= ASD
psi =
psi =
Title : W2 Page:
Job # NA Dsgnr: R.D Date: 30 MAY 2017
Descr: W2 UPDATED ON 5.16.17
'all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc
RetalnPro 10 (c)19874012, Build 10.18.8.81
License: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05
License To:
Footing Dimensions &Strengths
Toe Width =
0.00 It
Heel Width =
2.75
Total Footing Width =
2.75
Footing Thickness =
18.00 in
Key Width =
12.00 in
Key Depth =
0.00 in
Key Distance from Toe =
2.00 It
fc = 4,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 3.00 @ Btm = 3.00 in
Footing Design Results
Distance
TOO_
Factored Pressure = 1,227
Heel
99 psf
Mu': Upward = 0
2 ft-#
Mu': Downward = 0
9 ft-#
Mu: Design = 0
8 ft-#
Actual 1 -Way Shear = 0.00
1.76 psi
Allow 1 -Way Shear = 0.00
100.62 psi
Toe Reinforcing = # 4 @ 18.00 in
Heel Reinforcing = # 4 @ 18.00 in
214.5
Key Reinforcing = None Spedd
Other Acceptable Sizes & Spacings
618.8
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: Not req'd, Mu < S * Fr
Summary of Overturnina & Resistina Forces & Moments 1
Rem
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load
Load @ Stem Above Soil =
Force
Distance
Moment
lbs
ft
ft-#
349.6
1.36
475.4
28.6
2.04
58.3
28.0
2.29
64.1
Total 406.1 O.T.M. 597.8
Resisting/Overturning Ratio = 3.51
Vert. component of active S.P. used for Overturning Resistance.
DESIGNER NOTES:
Force Distance Moment
lbs It ft-#
Soil Over Heel =
645.0
Sloped Soil Over Heel =
Surcharge Over Heel =
41.7
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
214.5
Earth @ Stem Transitions=
Footing Weight =
618.8
Key Weight =
1.71 1,101.9
1.71 71.2
0.33 71.5
1.38 850.8
2.50
Total= 1,519.9 lbs RM.= 2,095.3
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
N
350.psL.
Pp= 480.#
20.psf
406.13#
PPP73p2psf
1022.7psf
0
8.1n Mas w/ #4(� 48.in o/c
Solip'Grout
Special Insp
#4@18.in @ Heel
Designer
all horiz.
See Appei
1'-8"
10
Title Cliff Residence W3 Retaining Wall Page:
Job # WA Dsgnr: R.D Date: 16 MAY 2017
Descr: W3 WALL REVISED 5.15.17 With Fence
'all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc
RetalnPro 10 (c) 1987-2012, Build 10.18.9.31
License: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05
License To:
Criteria
1,436 psf OK
Retained Height =
5.08 ft
Wall height above soil =
7.08 ft
Slope Behind Wall =
0.00 :1
Height of Soil over Toe =
12.00 in
Water height over heel =
0.0 It
Surcharge Loads
1,436 psf OK
Surcharge Over Heel -
20.0 psf
Used To Resist Sliding & Overturning
1,500 psf
Surcharge Over Toe =
20.0 psf
Used for Sliding & Overturning
1,723 psf
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 IDS
Axial Load Eccentricity =
0.0 in
Design Summary
Sliding Calcs (Vertical Component NOT Used)
Wall Stability Ratios
1,060.3 IDS
Overturning =
2.61 OK
Sliding =
2.18 OK
Total Bearing Load = 3,340 Ibs
...resultant ecc. = 8.41 in
Soil Pressure @ Toe =
1,436 psf OK
Soil Pressure @ Heel =
48 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,723 psf
ACI Factored @ Heel =
58 psf
Footing Shear@Toe =
6.0 psi OK
Footing Shear @ Heel =
7.3 psi OK
Allowable =
100.6 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1,060.3 IDS
less 100% Passive Force = -
977.8 IDS
less 100% Friction Force = -
1,335.9 IDS
Added Force Req'd =
0.0 IDS OK
....for 1.5: 1 Stability =
0.0 IDS OK
Load Factors
= 320.0 psf/ft
Building Code
IBC 2006,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Soil Data
Allow Soil Bearing = 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 42.0 psf/ft
Passive Pressure
= 320.0 psf/ft
Soil Density, Heel
= 120.00 pcf
Soil Density, Toe
= 120.00 pcf
FootingIlSoil Friction
= 0.400
Soil height to ignore
has been increased
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
15.0 #/ft
...Height to Top =
12.17 it
...Height to Bottom =
5.17 it
The above lateral load
Wall to Ftg CL Dist =
has been increased
1.00
by a factor of
Base Above/Below Soil
Wind on Exposed Stem =
0.0 psf
Adjacent Footing Load
Top Stem
Adjacent Footing Load =
0.0 IDS
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
Top Stem
2nd
Design Height Above Ftg R =
5.17
Stem OK
0.00
Wall Material Above "Hf' =
Fence
Masonry
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Moment.... Actual
Moment..... Allowable
Shear..... Actual
Shear. ..Allowable
8.00
_ # 5
8.00
= Edge
be =
ft-# _
ft-# _
psi =
Wall Weight psf=
Rebar Depth 'd' in=
LAP SPLICE IF ABOVE in=
LAP SPLICE IF BELOW in=
HOOK EMBED INTO FTG in=
0.799
0.0 682.5
0.0 1,918.3
2,495.7
10.8
38.7
78.0
5.25
30.00
MIX
Masonry Data
fm
psi=
1,500
Fs
psi=
20,000
Solid Grouting
=
Yes
Use Half Stresses
=
No
Modular Ratio'n'
=
21.46
Short Term Factor
=
1.000
Equiv. Solid Thick.
=
7.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
Fy
psi =
11
Title : Cliff Residence W3 Retaining Wall Page:
Job # WA Dsgnr: R.D Date: 16 MAY 2017
Descr: W3 WALL REVISED 5.16.17 With Fence
'all in File: E:\Consultant Work 2016\Cliff Residence\Engineering\Calc
RetalnPro 10 (c) 1987-2012, Build 10.13.8.31
License: Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05
License To:
Footing Dimensions & Strengths
Toe Width Bee=
1.00 ft
Heel Width =
3.50
Total Footing Width =
4.50
Fooling Thickness =
18.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 It
fc = 4,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 3.00 @ Btm = 3.00 in
Footing Design Results
Force
Distance
Toe_
Factored Pressure = 1,723
Heel
58 psf
Mu': Upward = 24
1 ft-#
Mu': Downward = 6
14 ft-#
Mu: Design = 17
13 ft-#
Actual 1 -Way Shear = 6.00
7.35 psi
Allow 1 -Way Shear = 100.62
100.62 psi
Toe Reinforcing = # 4 @ 18.00 in
Surcharge Over Heel =
Heel Reinforcing = # 4 @ 18.00 in
3.08
Key Reinforcing = None Spedd
Adjacent Footing Load =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ` Fr
Axial Dead Load on Stem =
Heel: Not req'd, Mu < S ` Fr
Key: No key defined
Axial Live Load on Stem =
Summary of Overturning & Resisting Forces & Moments 1
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Total
.....OVERTURNING.....
Force Distance Moment
lbs ft ft-#
909.2 2.19 1,994.2
46.1 3.29 151.5
105.0 10.17 1,067.9
1,060.3 O.T.M. 3,213.6
Resisting/Overturning Ratio = 2.61
Vertical Loads used for Soil Pressure = 3,339.6 lbs
DESIGNER NOTES:
12
Force
Distance
Moment
lbs
It
ft-#
Soil Over Heel =
1,727.2
3.08
5,325.5
Sloped Soil Over Heel =
Surcharge Over Heel =
56.7
3.08
174.7
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
120.0
0.50
60.0
Surcharge Over Toe =
20.0
0.50
10.0
Stem Weight(s) =
403.3
1.33
537.7
Earth @ Stem Transitions=
Footing Weight =
1,012.5
2.25
2,278.1
Key Weight =
Vert. Component =
Total=
3,339.6
lbs RM.=
8,386.1
"Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
12
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