13-1184 (BLCK) Structural CalcsT
v
Structural
Ca Ic'u- la tions
BodaI
U
RECEIVE,
rj,
Residence SEP 19200
°^qMUIVI_ 4�'r��-
53485 Humb-olt Blvd. EVE�(ar.�,:;��,� .
La Quinta, CA
September 10, 2013
Retaining.,Wall D'es'ign
Scope of Work:
CITY OF LA QU1
e� �FE1TY DEPT.
A
FOR CONS UCTION
DATE �4
JHA
James G. McIntosh
Architecture and Engineering
73-995 EI Paseo, Suite 201
Palm Desert, CA 92260
(760) 346-6155
FAX: (760) 346-8842
v
Page No. —L of IPages
Date: SEPT. 10, 2013
Job Name: Bodal
James G. McIntosh Calculation By. J. MAC
Architecture and Engineering Checked By.
Table of Contents
Design Criteria ........................
Wall A Design ............................................... Pg
LO
Wall B Design Pg
Soils Report .......................................... Pg —
C 0 D E C O N F O R M A N C E
All Construction Shall Comply with the 2010 California Residential
Code, which adopts the 2009 IRC, 2009 UMC, 2009 UPC
and 2008 NEC. Section R106.2
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONST CTION
QATE 13
JHA
James G. McIntosh
Architecture and Engineering
Design Criteria
I
Wind Ps= �\ kzt I ps30 (6—))
95 MPH. Basic Wind Speed
kzt=1.0 (SEC 6.5.7)
9 s = 20.44 PSF.
Page No. 20" of Pages
Date: SEPT. 10, 2013
Job Name: BOdal
Calculation By. J. MAC
Checked By.
ALLOWABLE SOIL _ RLSS JRL 1,500 PSF. Basic.
Increases:
h
250 PSF for EACH ADDITIONAL 1 FT. of WIDTH
250 PSF for EACH ADDITIONAL 6 INCHES of DEPTH
MAX. ALLOWABLE BEARING PRESSURE = 2500 PSF.
SEE ATTACHED SOILS REPORT
CITY OF LA QUINTA
BUILDING & SAFETY,DEPT.
APPROVED
FOR CONSTUCTION
DATE -`6 B
�mn
FTG.
z° 0 ° z
�D
OVERBURDEN
31-011
_�_
I
1
\y\! ------ -
I N G T-01111 WIND LOAD 4'- 0"
JMA Architecture Inc.
JM>a73-995 EI Paseo Suite 201
'_/ Palm Desert, CA 92260
Architecture and En91n-1.9 (760) 346-6155
Cantilevered Retaining Wall
Description : Retaining Wall A
Criteria
1,980 psf OK
Retained Height =
7.00 ft
Wall height above soil =
4.00 ft
Slope Behind Wall =
0.00:1
Height of Soil over Toe =
36.00 in
Water height over heel =
0.0 ft
Vertical component of active
110.00 pd
Lateral soil pressure options:
110.00 pcf
NOT USED for Soil Pressure.
0.400
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance.
Surcharge Loads
12.00 in
i Lateral Load Applied to Stem
1,278.0 lbs
Lateral Load =
0.0 plf
Surchargge Over Heel
Used To Resist Sliding & Overturning
35.0 psf
Surcharge Over Toe =
35.0 psf
Used for Sliding & Overturning
30.00
Axial Load Applied to Stem
i
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
i
Wall Stability Ratios
Overturning =
1.82 OK
Sliding =
3.91 OK
Total Bearing Load = 3,191 lbs
...resultant ecc. = 11.59 in
Project Title:
Engineer: Project ID:
Project Descr:
Soil Data
1,980 psf OK
Allow Soil Bearing =
2,500.0 psf
Equivalent Fluid Pressure Method
2,500 psf
Heel Active Pressure =
35.0 psf/ft
Toe Active Pressure =
35.0 psf/ft
Passive Pressure =
250.0 psflft
Soil Density, Heel =
110.00 pd
Soil Density, Toe =
110.00 pcf
Friction Coeff btwn Ftg & Soil =
0.400
Soil height to ignore
1,036.3 lbs
for passive pressure =
12.00 in
i Lateral Load Applied to Stem
1,278.0 lbs
Lateral Load =
0.0 plf
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Soil Pressure @ Toe =
1,980 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe _
2,267 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.2 psi OK
Footing Shear @ Heel =
0.5 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
1,036.3 lbs
less 100% Passive Force =
- 2,776.9 lbs
less 100% Friction Force =
1,278.0 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 :1 Stability =
0.0 lbs OK
Load Factors
Wind on Exposed Stem = 20.4 psf
Stem Construction
Design Height Above Ftg
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data --
Printed: 12 SEP 2013. 2:0617M
File = c:lUsersgim.JMAID000ME-11ENERCA-lftdal.ec6
ENERCALC, INC. 1983-2013, Build:6.13.8.31,*Ver.6.13.8.31
Calculations per ACI 318-05, ACI 530.05, IBC 2006,
CBC 2007, ASCE 7.05
( Adjacent Footing Load
2nd
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
8.00
_
at Back of Wall -
0.0 ft
Poisson's Ratio =
0.300
Top Stem
2nd
3rd
Stem OK
Stem OK
Stem OK
ft = 7.00
3.00
0.00
= Masonry
Masonry
Masonry
in = 8.00
8.00
12.00
_ # 5
# 5
# 5
in = 32.00
16.00
8.00
= Center
Edge
Edge
fb/FB + fa/Fa =
Total Force @ Section lbs =
Moment.... Actual
ft -1=
Moment..... Allowable
ft -I =
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psi =
Rebar Depth 'd'
in =
Lap splice if above
in =
Lap splice if below
in =
Hook embed into footing
in =
Masonry Data
84.0
fm
psi =
Fs
psi =
Solid Grouting
Dead Load
1.200
Modular Ration'
Live Load
1.600
Short Term Factor
Earth, H
1.600
Equiv. Solid Thick.
Wind, W
1.600
Masonry Block Tyl
Seismic, E
1.000
Masonry Design M
0.207
0.490
0.496
81.8
406.3
826.3
163.5
953.0
2,801.9
789.8
1,986.1
6,158.6
1.8
6.4
7.7
38.7
38.7
38.7
58.0
84.0
133.0
3.75
5.25
9.00
30.00
30.00
30.00
30.00
30.00
7.00
30.00
30.00
7.00
1,500
24,000
No
21.48
1.000
in = 4.90
1,500 1,500
24,000 20,000
Yes Yes
Yes Yes
21.48 21.48
1.000 1.000
7.60 11.60
thoQIT"v' OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONS RUCTIO
DATE {U� B
JMA Architecture Inc. Project Title:
JHA� 73-995 EI Paseo Suite 201 Engineer: Project ID:
Palm Desert, CA 92260 Project Descr: . ! 0
Atchitect- and Engineadng (760) 346-6155 511
Cantilevered Retaining Walt
Description : Retaining Wall A
Footing Dimensions & Strengths
Toe Width
= 3.00 ft
Heel Width
= 1.08_
Total Footing Width
= 4.08
Footing Thickness
= 18.00 in '
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
fc = 2,500 psi
Footing Concrete Density
Fy = 60,000 psi
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top 2.00
@ Btm.= 3.00 in
ti File =
' ENER
Footing Design Results
Toe
Heel
-Factored Pressure = 2,267
0 psi
Mu' : Upward = 7,981
0 ft -Ib
Mu' : Downward = 3,813
68 ft -Ib
Mu: Design = 4,168
68 ft -Ib
Actual 1 -Way Shear = 6.17
0.54 psi
Allow 1 -Way Shear = 75.00
75.00 psi
Toe Reinforcing = # 5 @ 8.00 in
Distance
Heel Reinforcing = # 4 @ 0.00 in
Item
Key Reinforcing = None Spec'd
ft
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S' Fr
it
Heel: Not req'd, Mu < S' Fr
Heel Active Pressure =
Key: No key defined
2.83
Printed:12 SEP 2013. 2:06PM
INC. 19n2013, Build:6.13.8.3f, Ver:6.13.8.31
Summa of Overturning & Resisting Forces & Moments
:....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force
Distance
Moment
Item
lbs
ft
ft -Ib
lbs
it
ft -Ib
Heel Active Pressure =
1,264.4
2.83
3,582.4
Soil Over Heel =
61.6
4.04
248.9
Surcharge over Heel =
94.7
4.25
402.3
Sloped Soil Over Heel =
Toe Active Pressure =
554.4
1.50
-531.6
Surcharge Over Heel =
2.8
4.04
11.3
Surcharge Over Toe =
50.1
2.25
-112.8
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem =
Added Lateral Load =
' Axial Live Load on Stem =
Load @ Stem Above Soil =
81.8
10.50
858.5
Soil Over Toe =
990.0
1.50
1,485.0
Surcharge Over Toe =
105.0
1.50
157.5
Stem Weight(s) =
967.0
3.40
3,289.8
Earth @ Stem Transitions =
146.7
3.83
562.2
Total =
1,036.3
O.T.M. =
4,198.9
Footing Weight =
918.0
2.04
1,872.7
Resisting/Overturning Ratio
=
1.82
Key Weight =
Vertical Loads used for Soil Pressure = 3,191.1
lbs
Vert. Component =
Total = 3,191.1 lbs R.M. = 7,627,5
' Axial live load NOT included in t tal displayed, or used for overturning
resistance, but is included for soi pressure calculation.
CITY CIF (meq QUINTA
13UILDING & SAFETY DEPT.
APPRov��
FOR
• II�'N.0
3'-0"
#5@8.in
@Toe
Designer select
#4@0.in T-0"
all orz.ren.d
@ Heel
4'-1
C
ITa P
CCOF
LA
QU
IN
TABUIL
BUILDING &SAFETY DEPT
FARPR0VED
RUCTION
DATE
IE3
3
8.in Mas w/ #5 @ 32.in o/c
8. in Mas w/ #5 @ 16.in o/c
Solid Grout
2 3/4"
T -O"
Y
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1��A
��,"�1G &-SAFETY DEPT.
PPROVED
R CON§TRUCTAON
DATE B
RETAINING WALL B
JMA Architecture Inc. Project Title:
JHA73-995 EI Paseo Suite 201 Engineer: Project ID:
f r Palm Desert, CA 92260 Protect Descr:
Mehit-t- and Engineering (760) 346-6155 04 0
Cantilevered Retaining -Wall
Description: Retaining Wall B
Criteria
1,770 psf OK
Retained Height =
5.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
36.00 in
Water height over heel =
0.0 ft
Vertical component of active
Footing Shear @ Heel =
Lateral soil pressure options:
Allowable =
NOT USED for Soil Pressure.
Sliding Calcs (Vertical Component NOT Used)
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance.
Surcharge Loads
- 2,205.8 lbs
Surchar_gge Over Heel = 35.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
35.0 psf
Used for Sliding & Overturning
...Height to Top =
Axial Load Applied to Stem
...Height to Bottom =
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
Wall Stability Ratios
Overturning =
1.87 OK
Sliding =
6.24 OK
Total Bearing Load = 2,202 lbs
...resultant ecc. = 8.53 in
Soil Pressure @ Toe =
1,770 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,123 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
9.9 psi OK
Footing Shear @ Heel =
3.2 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
494.9 lbs
less 100% Passive Force =
- 2,205.8 lbs
less 100% Friction Force =
- 880.0 lbs
Added Force Req'd = 0.0 lbs OK
....for 1.5 :1 Stability = 0.0 lbs OK
Load Factors
Soil Data
1.200
Allow Soil Bearing =
2,500.0 psi
Equivalent Fluid Pressure Method
Short Term Factor
Heel Active Pressure =
35.0 psf/ft
Toe Active Pressure =
35.0 psf/ft
Passive Pressure =
250.0 psf/ft
Soil Density, Heel =
110.00 pcf
Soil Density, Toe =
110.00 pcf
Friction Coeff btwn Ftg & Soil =
0.400
Soil height to ignore
58.0
for passive pressure =
12.00 in
Lateral Load Applied to Stem
5.25
Lateral Load =
0.0 plf
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
Wind on Exposed Stem = 20.4 psf
Stem Construction -�
Design Height Above Ftg
Wall Material Above'Ht'
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB +fa/Fa
Total Force @ Section
Moment.... Actual
Moment..... Allowable
Shear..... Actual
Shegr..... Allowable
Wall' Weight
Rebir Depth 'd'
Lap splice if above
Lap splice if below
Hook embed into footing
Masonry Data
fm
Fs
Solid Grouting
Dead Load
1.200
Modular Ratio'n'
Live Load
1.600
Short Term Factor
Earth, H
1.600
Equiv. Solid Thick.
Wind, W
1.600
Masonry Block TyF
Seismic, E
1.000
Masonry Design M
Prirted:12 SEP 2013. 234PI,1
File = c:lUsersyim.JMAID000ME-lIENERCA-1%Wal.ec6
ENERCALC, INC. 19832013, Build:6.13.8.31. Ver.6.13.8.31
Calculations per ACI 318-05, ACI 530-05, IBC 2006,
CBC 2007, ASCE 7-05
Adjacent Footing Load
,
Adjacent Footing Load =
0.0 lbs
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
8.00
_
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Top Stem
2nd
Stem OK
Stem OK
ft = 5.00
0.00
= Masonry
Masonry
in = 8.00
8.00
_ # 5
# 5
in = 32.00
8.00
= Center
Edge
=
0.466
0.658
lbs =
122.6
424.9
ft -I =
367.9
1,641.9
ft -I =
789.8
2,495.7
psi =
2.7
6.7
psi =
38.7
38.7
psf =
58.0
84.0
in =
3.75
5.25
in =
30.00
30.00
in =
30.00
7.00
in =
30.00
7.00
psi = 1,500
1,500
psi = 24,000
20,000
= No
Yes
Yes
= 21.48
21.48
= 1.000
1.000
in = 4.90
7.60
IT`Y` F LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTkkUCTION
JMA Architecture Inc. Project Title:
JHA 73-995 EI Paseo Suite 201 Engineer: Project ID:
Palm Desert, CA 92260 Project Descr:
A,ddt..t and Engineering (760) 346-6155
ftled:12 SEP 2013. 2:34P61
Cantilevered RetainingWall file=c.Wsershim.JMA\CocUME-11ENERCA-liwal.ec6.
ENERCALC, INC. 1983-2013, Build:6.13.8.31, Ver:ISA3.8:31
Description : Retaining Wall B
rF-ooting Design Resuits -�
Footing Dimensions & Strengths I
Toe Width =
2.00 it
Toe Heel
Heel Width =
1.08
Factored Pressure
= 2,123 0 psf
Total Footing Width =
3.08
Mu': Upward
= 3,538 0 ft -Ib
Footing Thickness =
12.00 in
Mu': Downward
= 1,483 151 ft -Ib
Mu: Design
= 2,054 151 ft -Ib
Key Width =
Key Depth =
0.00 in
0.00 in
Actual 1 -Way Shear
= 9.92 3.25 psi
Key Distance from Toe =
0.00 ft
Allow 1 -Way Shear
Toe Reinforcing
= 75.00 75.00 psi
= # 58.00 in
fc = 2,500 psi Fy =
60,000 psi
Heel Reinforcing
= # 4 1 0.00 in
Footing Concrete Density =
150.00 pcf
Key Reinforcing
= None Spec'd
Min. As % =
0.0018
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @
Btm.= 3.00 in
Toe: Not req'd, Mu < S' Fr
Heel: Not req'd, Mu < S' Fr
Key: No key defined
Summary of t Nerturning & Resisting Forces & Moments
OVERTURNING.....
.....RESISTING.....
Force Distance
Moment
Force instance Moment
Item
lbs ft
ft -Ib
lbs ft ft -Ib
Heel Active Pressure =
630.0 2.00
1,260.0
Soil Over Heel =
227.3 2.87 653.2
Surcharge over Heel =
66.8 3.00
200.5
Sloped Soil Over Heel =
Toe Active Pressure =
-280.0 1,33
-373.3
Surcharge Over Heel =
14.5 2.87 41.6
Surcharge Over Toe =
-14.5 2.00
-89.1
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem =
Added Lateral Load =
' Axial Live Load on Stem =
Load @ Stem Above Soil =
122.6 9.00
1,103.8
Soil Over Toe =
660.0 1.00 660.0
Surcharge Over Toe =
70.0 1.00 70.0
Stem Weight(s) =
768.0 2.33 1,792.0
Earth @ Stem Transitions =
Total =
494.9 O.T.M.
= 2,101.8
Footing Weight = .
462.0 1.54 711.5
Resisting/Overturning Ratio
=
1.87
Key Weight =
Vertical Loads used for Soil
Pressure = 2,201.8 lbs
Vert, Component =
Total =
2,201.8 lbs R.M. = 3,928.3
' Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVE
FOR CONST UCTI N
DATE BY
0
T -O"
#5@8.in
@Toe
8.in Mas w/ 95 0 32 in n1n
Designer select
#40O0.in all horiz. reinf. 1-4
@ Heel
i r
3--1
CITY OF LA QUINTA
BUILDING &SAFETY DEPT.
APPROVED
FOR CON RUCTION
DATE
0
k