BWFE2015-0029' : a
78-495 CALLE TAMPICO T4'y,,, 4
4aum ro
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: BWFE2015-0029
Property Address:
80073 CHAMPIONS WAY
APN:
775370016
Application Description:
166 LF OF COMBO WALL
Property Zoning:
Application Valuation:
$10,375.00
Applicant:
ULRICH SAUERBREY
74948 LIVE OAK STREET
INDIAN WELLS, CA 92210
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License Class: BB License No.: 927267
Date:! 2" ? 5 Contractor:®
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the ohtractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3
of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(_) I am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Nam
Lender's Address:
Owner:
LQR GOLF
1 BUSH ST STE 1100
ill' 28 2015
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
CISCO, CA 0
Date: 1/28/2015
Ty�1--�."��+:r'fia Zvi.
.lEyEiO� 1NTA CALIFO NIA WEST CONSTRUCTION I
HIEN' DFP
fp IESTLY DRIVE STE 110
CARLSBAD, CA 92008
(760)918-6768
Uc. No.: 927267
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the k for which this permit is issued.
1 have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: Policy Number:
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become s bject to the
workers' compensation provisions of Section 370 of the Labo Cod , I shall forthwith
comply with hose provisions.
Dat --L-2gApplicant: G
WARNING: FAILURE TO SECURE WORKERS' COMPENSATIO(SAND
VERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALT CIVIL F ES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDTO T OST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this cit to enter upon e a ove
mentione property for inspection purposes.
Dat 7 Signature (Applicant or Agent :0 `
A
CITY OF LA QtffK
BUILDING & SAF
APPROVED
FOR CONSTRUC CIOI
DATE, 0 d—, EY
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INSPECTION REOD.
4" DIA. SDR 35 PERF PIPE W/ 12" OF
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N/A
J' -J"'4"
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N/A
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/
5®16" o/C F _
12' L
6"
combo RETAINING WALL PER SECTION j-.7,
K -K AND UPPER WALL ON SECTION N.
RETAINING WALL NOTES:
MATECALS.
A WALLSSHOULDBEGROUIEDAT4'Hi7GHTINTHQVALS.'
CONIREM. Pc Q 4000 PSI @ 28 DAYS W/.0.50 WATERACEMENT RATIO.
GROUTING SHOULD BE PERFORMED AS SOONAS P WISLE
REINFORCING STEEL: ASNA-6I5GRADE 60,
AFTER THE CONCRL•7FMASONRYUNITSAREPLACED,
CONOWTEMASONRY UNITS: ASTMC90
MORTAR: USE OBP TYPE S PER A57N C270
9. PROWDEODNIROL JUINTSAT 40'01C MAX.
GROUT.'. USE 2000 PSI 018 CA PER ASTM C 476,
CEMENT.- POR TIANDCEMENT' PER ASTM C-150TYPE Q/V.
10. BUILDINGDEPAR7MLMINSPEC770NSHALL BEOFTHE
FOLLOWINGSIEPS:
l$t fVUND4770N TRENCH WITH SECURED REINFURCING STEEL
GENERAL NOTES:
2nd. BLOa( WALL WITH REINFORCING STEEL BEFOREGROUT.
3N. MID -HEIGHT GROUTING FOR WALLS OVER 4' HIGH.
1. ALL MATERIALS, PRODUCTS, WOR04ENSHIP, TETTING AND
4Lh. GROUTED WALL AND DRAINAGE SYSTEM.
INSPECTION SHALLCOMPLY WITHTHE2013CBG
5th BALLANDEIS• '
2. ALL FOOTINGS SHALL BE POURED ON UNDLSTURBED'NATURAL
11.OAUT HEAD "MSAT FIRST COLIRSEAT EVERY32' 0/C WITH.
GROUND OR ON UNDISTURBED ENGINEERED FILL
1 Lau. FT. OF p/ 'GA4VE1 FOR WEEPHOLEWHEN THE WALL IS
LESS THAN AGA
3. WALL SHALL BE LAID TRUEOLIDD PLUMB, L
AND ALL CELS
SHAM BE GROUTED SOLID..
12 PROVIDE 4'e SnR 35 PERFORATED PIPE WITH PBUV947TONS
DOWNAT 196 MIN. SLOPE WITH 1 CF. OF3/4' GRAVEL
4. ALL SAUCES SHALL BE 48 BAR DIAMETERS.
WRAPPED WITH KRAFT 14ON RVER FABRIC OR EQUAL Li4CTC
DRAINAGESYSTEM SHALL HAVE 7EEC ONNEMONAND NON -
S. ALL VERTICAL AND HORLZONTAL LIARS SHALL BE77ED
PERFORATED 2'B OUTLET PIPEAT EVERYIO' O/C7HROUGH
70GETHEX
THE WALL AT 2 % SLOPEABOVE THE FINISHED SURFACE:
6. LTO NOT USEHFAVYCOMPACIONEQUIP14ENTAQL4CENTTO
_ THE WALL THE mvTRACIURSHALL BERESPbIVSIBLEAOR
ANY DAMAGES 70 THE WAIL RESUL77NG FROM INAPPROPRIATE
COMPAC17ON 7ECNVIQUESAND EQUIPMEMS.
7. THE RETAINING WALLS SHALL NOT BE 44CWLLED UNTIL AT
LEAST 14 n4 VS - UNLESS PROPER SHORING IS PROVIDED
CONMOIL JOINT
&OCX WALL W1 REINFORCING
PFR DETAIL£
I4HORZCUM 0TVPASREi2L,fMM-
PROVME24'NM LAPAND M4fNTAIN3'
CLEAR FROM SOIL
v o b v. •
p p '
/4 HORZ COMr. 0 BOTTOM - PROVIDE 24
NIA! LAP AND MAINTAIN3'CLE7RfRON
SOIL
NATURAL SOB. OR
CONPACTEURLL'
Q•:FaF` L �Nq .
FOOTING STEP DETAIL
C31925
.. Exp. 12-31-2014
F OF
0-
C P!.
Use menu Item Settings > Printing & Title Block
to set these five lines of Information
for your program.
This Wall In File: c:\users\tmallis\documents\retainpro l0
RetalnPrp 10.;(c)1987-2014; Build 10:14.8.13
Fl6erisa : Y.. -OA Al
Irnricn- n RIY.V`K CnMDAAtV IWC
Criteria
2,044 psf OK
Retained Height =
2.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge -Loads
2,044 psf OK
Surcharge Over Heel =
0,0 psf
Used To Resist Sliding & Overturning
2,500 psf
Surcharge Over Toe =
.0.0 psf
Used for Sliding & Overturning
ACI Factored @ Heel =
LAxial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
Lateral Sliding Force =
Wall Stability Ratios
less 100% Passive Force= -
Overturning =
1.67 OK
Sliding -
1.92 OK
Total Bearing Load = 1.,,247 lbs
...resultant ecc. = 1�0.12'in
Title 2'0" retain w 6' wall 110 85c wind Page:
Job # ' ...New... Dsgnr: Date: 18 SEP•2014
Description....
tr 36537 signature
Cantilevered Retaining Wall Design
Soil Pressure @ Toe =
2,044 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,453 psf
ACI Factored @ Heel =
0-psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
5.9 psi Ok
Allowable =
75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
276.0 lbs
less 100% Passive Force= -
93.8 lbs
less 100% Friction Force = -
436.3 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Soil Data
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 40.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00. pcf
FootingilSoil Friction
= 0.350
Soil height to ignore
at Back of Wall =
for passive pressure
= 12.00 In
Lateral Load Applied to Stem .
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0:00 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 = 16.0 psf
;ode: CBC 2013,AC1 318-11,AC1 530-11
ate.
Adjacent Footing. Load
Stem
Adjacent Footing Load =
0:0jus
Footing Width =
0.00 ft
Eccentricity -
0.00 in
Wall to Ftg CL Dist =
0.0d ft
Footing Type
Line Load
Base Above/Below Soil
Masonry
at Back of Wall =
0.0 ft
Polsson's Ratio =
0.300
Stem Construction Top
Stem
2nd
CBC 2013,ACI
Dead Load
Stem OK
Stem OK
Design Height Above Ftg
ft=
2.00
0.00
Wall Material Above "Ht"
= Masonry
Masonry
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
32.00
Rebar Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
=
0.575
0.545
Total Force @ Section
lbs =
96.0
176.0
Moment.... Actual
ft-#=
288.0
533.3
Moment..... Allowable
ft-#=
501.0
979.3
Shear..... Actual
psi =
2.9
2.8
Shear..... Allowable
psi =
45.7
45.4
Wall Weight
psf =
47.0
84.0
Rebar Depth 'd'
in =
2.75
5.25
LAP SPLICE IF ABOVE
In =
24.00
24.00
LAP SPLICE IF BELOW
n=
24.00
HOOK EMBED INTO FTG In =
6.00
Hook embedment reduced by stress ratio
Masonry Data -
fm
psi =
1,500
1,500
Fs
psi =
32,000
32,000
Solid Grouting
=
No
Yes
Load Factors
= 21.48 21.48
= 1.000 1.000
Building Code
CBC 2013,ACI
Dead Load
1.400
Live Load
1.700
Earth, H
2.200
Wind, W
1.300
Seismic, E
1.000
Modular Ratio 'n'
Short Term Factor
= 21.48 21.48
= 1.000 1.000
,
Equiv. Solid Thick.
in = 3.90 7.60
Masonry Block Type
=Normal Weight
l• t�`,r e � �,,;':•�
Masonry Design Method
= ASD
Concrete Data
fc
psi =
. i n\ >♦„j�'Y
Y
psi =
�r'Z4,,. s.;y
Use menu Item Settings > Printing & Title Block
to set these five lines of information
for your program.
This Wall in File: a:lusersFtmallisldocumentsU
Title 2'0" retain w 6' wall 110 85c wind Page:
Job #...New... Dsgnr: Date: 18 SEP 2014
Description....
pga west tr 36537. signature
Icens6., Kwoo ggapps Cantilevered Retaining Wall Design
icense To .Qg BLOCK: COMPANY; INC.
Footing Dimensions & Strengths Footing Design Results
,ode: CBC 2013,AC1 318-11,AC1 530-11
Toe Width
= 0.00 ft
Toe
Heel
Heel Width
= 2.50. _
Factored Pressure = 2,453
0 psf
Total Footing Width
= 2.50
Mu': Upward = 0
12.5 ft-#
Footing Thickness
= 12.00 in
Mu': Downward = 0
1,064 ft-#
Mu: Design = 0
939 ft-#
Key Width
= 0.00 in
Actual 1 -Way Shear = 0.00
5.86 psi
Key Depth
= 0.00
Allow 1 -Way Shear = 0.00
75.00 psi
Key Distance from Toe
ft
= 2.75 ft
Toe Reinforcing = None Spec'd
fe = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
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 Overturning: & Res sting Forces & Moments
.::..OVERTURNING:.... _ .....RESISTING.....
Force Distance 'Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 180.0 1.00
180.0 Soil Over Heel = 421.7 1.58 667.6
Surcharge over Heel =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
Load @ Stem Above Soil = 96.0 6.00
576.0 ` Axial Live Load on Stem =
=
Soil Over Toe =
Total 276.0 O.T.M. 756.0
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
= 1.67
1,246.7 lbs
Surcharge Over Toe
Stem Weight(s) = 450.0 0.28 126.5
Earth @ Stem Transitions=
Footing Weight = , 375.0 1.25 468.8
Key Weight = 2.75
Vert. Component =
Total = 1,246.7 lbs R.M.= 1,262.9
Axial live load NOT included in total displayed or used for overturning
resistance, but is Included for soil pressure calculation.
k
Use menu item Settings > Printing & Title Block . Title 2'8" retain w 6' wall 110 85c wind Page:
to set these five lines of Information Job # ...New... Dsgnr: Date: 18 SEP 2014
for your program. Description....
This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\pga west tr 36537 signature
RetalnPw 10 (c)1987.2014, Build 10.14.8.13
License: KKW-0@05q4 1 - Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11
License To : ORC� BLOCK COMPANY, INC.
Criteria •
1,938 psf OK
Retained Height =
2.67 It
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
1,938 psf OK
Surcharge Over Heel =
0,0 psf
Used To Reslst Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,326 psf
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
Sliding Calcs (Vertical Component NOT Used)
Wall Stability Ratios
365.4 lbs
Overturning =
1.86 OK
Sliding =
1.75 OK
Total Bearing Load = 1,558 lbs
...resultant ecc. _ 10.07 in
Soil Pressure @ Toe =
1,938 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf.
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,326 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
6.1 psi OK
Allowable • =
75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
365.4 lbs
less 100% Passive Force = -
93.81 ' bs
less 100% Friction Force = -
545.5 ls
Added Force Req'd =.
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Soil Data-
Allow
ata
Allow Soil Bearing
2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 40.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
at Back of Wall -
for passive pressure
= 12.00 in
Lateral Load Applied to •Stern
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom =
0.00 ft
The above lateral load
=
has been increased
1.00
by a factor of
_
Wind on Exposed Stem = 16.0 psf
Stem Construction _
Design Height Above Ftg
ft=
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
_
Design Data
at Back of Wall -
0.0 ft
fb/FB 4- fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment..... Allowable
ft-#=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in =
HOOK EMBED INTO FTG in =
Load Factors
Stem OK
Building Code
CBC 2013,ACI
Dead Load
1.400
Live load
1.700
Earth, H
2.200
Wind, W
1.300
Seismic, E
1.000
Masonry Data
I'm
Fs
Solid Grouting
Adjat:ent Footing Load
Stem OK
Adjacerit Footihq Load =
0A itis
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
Edge
at Back of Wall -
0.0 ft
Poisson's Ratio =
0.300
Stem 2nd
Stem OK
Stem OK
2.67
0.00
Masonry
Masonry
6.00
8.00
# 4
# 4
32.00
32.00
Center
Edge
0.575 0.885
96.0 238.6
288.0 671.2
501.0 979.3
2.9 3.8
45.7 45.7
47.0 84.0
2.75 5.25
24.00 24.00
24.00
6.00
Hook embedment reduced by stress ratio
Modular Ratio 'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psi= 1,500
1,500
psi = 32,000
32,000
= No
Yes
= 21.48
21.48
= 1.000
1.000
in= 3.90
7.60
= Normal Weight
= ASD
psi:=
psi
•i. •^-, ifs-`'�•
Use menu Item Settings > Printing & Title Block Title 2'81 retain w 6' wall 110 85c wind Page:
to set these.five lines of Information Job # ...New... Dsgnr: Date: 18 SEP 2014
.for your program. Description....
This Wall in File: c:\users\tmallis\documents\retainpro 10. project, files\pga west tr 36537 signature
RetalnPro,10 (c)1987-2014, Build 10.14.8.13
LIcense : KKw-0605g4p1 t Cantilevered Retaining Wall Design %ode: CBC 2013,AC1 318-11,ACI 530-11
License To : ORCO BLOCK COMPANY, INC.
Footing_Dimensions & Strengths
Toe Width
= OAO ft
Heel Width
= 2.75 .
.Total Footing Width
= 2.75
Footing Thickness
= 12.00 In
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 2.75.ft
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Min. As %
= 0.0018
Cover @ Top 2.00 •
@ Btm. 3.00 In
Summaev.of
.'reel Active Pressure =
Surcharge over Heel =
I" Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
ng. � Resistin(
..':..OVERTURN
Force Distanc
lbs • ft
269.4 1.22
96.0 6.67
Footng:Deslgn Results
639.7
Toe
Heel
Factored Pressure = 2,326
0 psi
Mu': Upward = 0
328 ft-#
Mu': Downward = 0
1,620 ft-#
Mu: Design = 0
1,292 ft-#
Actual 1 -Way Shear = 0.00
6.07 psi
Allow 1 -Way Shear = 0.00
75.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: Not req'd, Mu < S ' Fr
Key: No key defined
)ices •&,Moments
Stem Weight(s) =
506.3
ft-#
329.5
640.3
Total 365.4 O.T.M. 969.9
Res istinglOverturning Ratio = 1.86
Vertical Loads used for Soil Pressure = 1,558.5 lbs
0
......RESISTING.....
Force Distance Moment
lbs ft ft-#
Soil Over Heel =
639.7
1.71
1,092.8
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
" Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
506.3
0.29
145.3
Earth @ Stem Transitions=
Footing Weighi =
412.5
1.38-
567.2
Key Weight =
2.75
Vert. Component =
Total =
1,558.5 lbs
R.M.=
1,805.2.
Axial live load NOT included in total displayed or used for overturning
resistance, but Is Included for soil pressure calculation.
1:z. r�q'l�►,�' .
1'.�':i
.ice '�, t: �Ji"y�r•'f.�' �.j�
Use menu item Settings > Printing & Title Block Title 3'4" retain w 6' wall 110 85c wind Page:
to set these five lines of information Job # ...New... 'Dsgnr: Date: 18 SEP 2014
for your program. Description....
This Wallin File: c:\users\tmallis\documents\retainpro 10 project files\pga west tr 36537
sense 't.o.:
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
4:8:13
PANY; INC.
Cantilevered Retaining Wall Design 'ode: CBC 2013,AC1 318-11,AC1 530-11
Surcharge Loads
LSoil Data
Surcharge Over Heel =
= 3.33 ft
Allow Soil Bearing
= 2,500.0 psf
= 6.00 ft
Equivalent Fluid Pressure Method
2,357 psf
Heel Active Pressure
- 40.0 psf/ft
= 0.00: 1
Axial Live Load =
=
= 6.00 In
Passive Pressure
= 150.0 psf/ft
= 0.0 ft
Soil Density, Heel
= 115.00 pcf
Overturning =
Soil Density, Toe
= 115.00 pcf
1.61 OK
FootingliSoil Friction
= 0.350
....for 1.5 : 1 Stability =
Soil height to ignore
Rebar Placed at
=
for passive pressure
= 12.00 in
Surcharge Loads
1,964 psf OK
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,357 psf
Axial Load Applied to.Stem
Axial Dead Load -
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Desi n Summary
Sliding Calcs (Vertical Component NOT Used)
Wall Statiillty Ratios
471.0 lbs
Overturning =
1.99 OK
Sliding =
1.61 OK
Total Bearing Load 1,905 lbs
...resultant ecc. = 10,24 in
Soil Pressure @ Toe =
1,964 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
' Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,357 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
6.6 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
471.0 lbs
less 100% Passive Force = -
93.8 lbs
less 100% Friction Force = -
666.8 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
..,Height to Bottom =
0.00 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 = 16.0 psf
Adjacent Footing Load
Top
Adjageni Footingload. =
0.01bs=
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
_ _
1.700
Stem OK
Stem OK
Design Height Above Ftg
ft=
3.33
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Thickness
-
6.00
8.00
Rebar Size
# 4
# 4
Rebar Spacing
=
32.00
32.00
Rebar Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
=
0.575
0.872
Total Force @ Section
lbs =
96.0
317.8
Moment.... Actual
ft-#=
288.0
.853.9
Moment..... Allowable
ft-#=
501.0
979.3
Shear..... Actual
psi =
2.9
5.0
Shear.`.... Allowable
psi =
45.7
46.0
Wall Weight
psf=
47.0.
84.0
Rebar Depth 'd'
In=
2.75
5.25
LAP SPLICE IF ABOVE
In=
24.00
36.00
LAP SPLICE IF BELOW
In=
24.00
HOOK EMBED INTO FTG In =
7.32
Hook embedment
reduced by stress ratio
Masonry Data
fm
psi=
1,500
1,500
Fs
psi =
32,000
32,000
Solid Grouting
No
Yes
Building Code
CBC 2013,ACI
Dead Load
1.400
Live Load
1.700
Earth, H
2.200
Wind, W
1.300
Seismic, E
1.000
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
21.48 21.48
1.000 1.000
In= 3.90 7.60
= Normal Weight
= ASD
psi =
psl!
Use menu Item Settings > Printing & Title Block
to set these five linet; of Information
for your program.
Title 3'4" retain w 6' wall 110 85c wind Page:
Job # ...New... Dsgnr: Date: ' 18 SEP 2014
Description....
This Wall in File: c:\users\tmallis\documents\retaInpro 10 project:files\pga west tr 36537.s16nature
Rdteih,P•tO 10 (c)1987-2014; Build 1;0148:13
893.6
1.83
Iceiise o�9s9agq1.'
License BLOCK
Cantilevered Retaining Wall Design
:ode: CBC 2013,AC1 318-11,AC1 530-11
T o :. RCO COMPANY, INC.
Surcharge Over Heel =
..bp6 tg Dimensions & Strengths
Footingpesign Results
Toe Width
Toe
Heel
Heel Width 3.00
Factored Pressure = 2,357
0 psf
Total Footing Width -3.00
Mu': Upward = 0
605 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 0
2,332 ft-#
Key Width - 0.00 In
Mu: Design = 0
1,727 ft-#
Key Depth = 0.00 in
Actual 1 -Way Shear = 0.00
6.63 psi
Key Distance from Toe = 2.75 ft
Allow 1 -Way Shear = 0.00
75.00 psi
561.7
Toe Reinforcing = None Spec'd
163.7
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spec'd
450.0
Min. As % . = 0.0018
Other Acceptable Sizes & Spacings
Key Weight =
Cover @ Top . 2.00 @ Btm: 3.00 in
2.75
Vert. Component =
Toe: Not req'd, Mu < S " Fr
Heel: Not req'd, Mu <S " Fr
1,905.3 lbs
r
Key: No key defined
of Overturr
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Force Distance.
lbs ft
375.0 1.44
96.0 7.33
Moment
ft-#
541.2
703.7
Total 471.0 O.T.M. 1,244.9
.Resisting/Overturning Ratio = 1.99
Vertical Loads used for Soil Pressure = 1,905.3 . lbs
Force �v15.Psfance Moment
'Ibs ft ft-#
Soil Over Heel =
893.6
1.83
1,638.2
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Welght(s) =
561.7
0.29
163.7
Earth @ Stem Transitions=
Footing Weight =
450.0
1.50
675.0
Key Weight =
2.75
Vert. Component =
Total c
1,905.3 lbs
R.M.=
2,476.9
Axial live load NOT included in total displayed or used for overturning
resistance, but is included for soil pressure calculation.
Use menu item Settings > Printing & Title Block
to set these five lines of Information
for your program.
Title 4'0" retain w 6' wall 110 85c wind Page:
Job # ...New... Dsgnr: Date: 18 SEP 2014
Description....
This Wall in File: c:\users\tmalIis\documents\retainpro 10 project'fileslpga west tr 36537
44lcense: KKW Mo 9411 Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,ACI 530-11
4lcense To :N .-BLOCK COMPANY. INC.
Criteria
1,993 psf OK -
Retained Height =
4.00 ft
Wall height above soil =
6.00 It
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 In
Water height over heel =
0.0 It
Surcharge Loads
1,993 psf OK -
Surcharge Over Heel =
0.0 psf
Used Td -Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf .
Used for Sliding & Overturning
2,391 psf
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
Sliding Calcs (Vertical Component NOT Used)
Wall Stability Ratios
596.0 lbs
Overturning =
2.15 OK
Sliding =
1.67 OK
Total Bearing Load = 2,344 lbs
...resultant ecc. = 10.09 in
Soll Pressure @ Toe =
1,993 psf OK -
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,391 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
6.7 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
596.0 lbs
less 100% Passive Force= -
177.1 lbs
less 100% Friction Force = -
820.3 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors
= 2,500.0 psf
Building Code
CBC 2013,ACI
Dead Load
1.400
Live Load
1.700
Earth, H
2.200
Wind, W
1.300
Seismic, E
1.000
Soil Data
Allow Soll Bearing .
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 40.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingllSoll Friction
= 0.350
Soil height to ignore
=
at Back of Wall
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Helght'to Bottom =
0.00 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 = 16.0 psf
Adjacent Footing Load
Top Stem
Adfapppi Footing Load. =
0.0" bs
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
-
Stem OK
Stem OK
Design Height Above Ftg
ft=
4.00
0.00
Wall Material Above "Hf'
=
Masonry
Masonry '
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Rebar Spacing
32.00
16.00
Rebar Placed at
=
Center
Edge
Design Data
fb/FB + fa/Fa
=
0.575
0.575
Total Force @ Section
lbs =
96.0
416.0
Moment.... Actual
ft-#=
288.0
1,098.7
Moment..... Allowable
ft-# =
501.0
1,909.1
Shear..... Actual
psi =
2.9
6.6
Shear..... Allowable
psi =
45.7
46.2
Wall Weight
psf=
47.0
84.0
Rebar Depth 'd'
In=
2.75
5.25
LAP SPLICE IF ABOVE
in =
24.00
24.00
LAP SPLICE IF BELOW
in=
24.00
HOOK EMBED INTO FTG in =
6.00
embedment
reduced by stress ratio
Masonry Data .Hook
fm
psi=
1,500
1,500
Fs
psi =
32;000
32,000
Solid Grouting
=
No
Yes
Modular Ratio 'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
In=
3.90
7.60
Masonry Block Type
= Normal Weight
Masonry Design Method
= ASD
Concrete Data
fc
psi =
Fy
psi -
0'#J
vit
Use menu Item Settings > Printing & Title Block Title 4'0" retain w 6' wall 110 85c wind Page:
to set these five lines of information Job # ...New... Dsgnr: Date: 18 SEP 2014
for your program. Description....
This Wall In. File: c lusers\tmallisltlocuments retalnpr 1:0' project:fileslpga•west tr 36537 signature
RatalinPro:10.(c):7 88.7=2014,;.Bulld :10.14;8:13
License :Cw-o��4ot
License' o : ,•_, ._O.�BLOCK COMPANY.,: INC.
Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,ACI 530-11
;Footing; Dimensions &;StrengtFis
_ Footing.Dd'l& Results
Item lbs
Toe Width = 0.00 ft
Toe
Heel
Heel Width = 3.25
Factored Pressure = 2,391
0 psf
_
Total Footing Width = 3.25
Mu': Upward = 0
1,077 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 0
3,229 ft-#
Mu: Design = 0
2,152 ft -4
Key Width = 12.00 In
Actual 1 -Way Shear = 0.00
6.68 psi
Key Depth = 4.00 in
Allow. 1 -Way Shear = 0.00
75.00 psi
Key Distance from Toe = 2.25 ft
Toe Reinforcing = None Spec'd
1,601.3.
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
Vertical Loads used for Soil Pressure =
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
Stem Welght(s) =
618.0
Heel: Not req'd, Mu < S ' Fr
182.5
Earth @ Stem Transitions=
Key: Not Req'd = Mu<S"Fr
I Summarv.of Overturnina.8 Resistina forces $ Moments I
....OVERTURNING..... .
Force .
Distance
Moment ,
Item lbs
ft
ft-#
Heel Active Pressure - 500.0
1.67
833.3
Surcharge over Heel
2,327.2
Sloped Soil Over Heel =
Surcharge Over Toe =.
Adjacent Footing Load =
Added Lateral Load =
Adjacent Footing Load =
Load @ Stem Above Soil = 96.0
8.00
768.0
Total 596.0
O.T.M.,
1,601.3.
Resisting/Overturning Ratio
_ •2.15
Vertical Loads used for Soil Pressure =
2.343.8
lbs
3
Force
Distance
Moment
lbs
ft
ft-#
Soil Over Heel =
1,188.3
1.96
2,327.2
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Welght(s) =
618.0
0.30
182.5
Earth @ Stem Transitions=
Footing Weight =
487.5
1.63
792.2
Key Weight =
50.0
2.75
137.5
Vert. Component =
Total =
2,343.8
lbs R.M.=
3,439.3
• Axial live load NOT Included In total displayed or used for
resistance, but is included for soil pressure calculation.
overturning
Use menu item Settings > Printing & Title Block
to set these five lines of Information
for your program.
This Wall in File: c:\users\tmallisldocumentslretainpro 10 project
Criteria
2,112 psf OK
Retained Height =
4.67 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
2,112 psf OK
Surcharge :Over Hedy -
0 O:pst
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,534 psf
Axial Load Applied to,Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 In
Design StAmr ary
Sliding Calcs (Vertical Component NOT Used)
Wall StabllltyRatios
-
Overturning =
2.21 OK
Sliding =
1.63 OK
Total Bearing Load 2,796 lbs
...resultant ecc. = 10.41 In
Title 4'8'; retain w 6' wall 110 85c wind Page:
Job # ...New... Dsgnr: Date: 18 SEP 2014
Description....
west tr. 36537 signature
Cantilevered Retaining Wall Design
Soil Pressure @ Toe =
2,112 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf.
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,534 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear.@ Heel =
7.4 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =
739.0 lbs
less 100% Passive Force = -
225.0 lbs
less 100% Friction Force = -
978.6 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Soil Data -
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 40.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIlSoll Friction
= 0.350
Soil height to ignore
at Back of Wall -
for passive pressure
= 12.00 In
Lateral Load Applied to Stem .
Lateral Load =
0.0 #/ft
...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 = 16.0 psf
;ode: CBC 2013,ACI 318-11,AC1 530-11
Adjacent. Footing Load
Top Stem
Atljac6.nt FobtingLoad _
:0A. 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
6.00
at Back of Wall -
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
Top Stem
2nd
Design Height Above Ftg
ft =
Stem OK
4.67
Stem OK
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Thickness
-
6.00
8.00
Rebar Size
_
# 4
# 4
Rebar Spacing
=
32.00
16.00
Rebar Placed at
=
Center
Edge
Design Data
psf =
_-
'�,� • i
Seismic, E
fb/FB + fa/Fa
=
0.575
0.741
Total Force @ Section
lbs =
96.0
532.2
Moment.... Actual
ft-#=
288.0
1,415.3
Moment..... Allowable
ft-#=
501.0
1,909.1
Shear..... Actual '
psi =
2.9
8.4
Shear..... Allowable
psi =
45.7
46.5
Wall Weight
psf =
47.0
84.0
Rebar Depth 'd'
in=
2.75
5.25
LAP SPLICE IF ABOVE
in=
24.00
24.00
LAP SPLICE IF BELOW
In=
24.00
HOOK EMBED INTO FTG in =
6.23'
Hook embedment
reduced by stress ratio
Masonry Data
fm
psi=
1,500
1,500
Fs
psi =
32,000
32,000
Solid Grouting
No
Yes
Load Factors
Modular Ratio'n'
= 21.48 21.48
Building Code
CBC 2013,ACI
Short Term Factor
= 1.000 1.000
� ^�,:.:•••-•�. ; -r,;.�
�!-�^• �� .-�-.. ; r,•• ��..
Dead Load
1.400
Equiv. Solid Thick.
in = 3.90 7.60
�7�,� 1
Live Load
1.700
Mason Block Type
Masonry Yp
= Normal Weight
9
Mfr:.`;
Earth, H
2.200
Masonry Design Method
= ASD
�/ �" :=• "
Wind, W
1.300
Concrete Data
psf =
_-
'�,� • i
Seismic, E
1.000
F
Fy
psi;=
.{� y �,�
,, •;� � T� .�.. �.,� r
•`.i.�/
1mi��
Use menu Item Settings > Printing & Title Block
to set these five Iines of Information
dor your program.
This Wall in File: c:\users\tmaIlis\documents\retainpro 10 project files\pc
Title 6'0" retain w 6' wall 110 65c wind Page:
Job # ...New... Dsgnr: Date: 18 SEP 2014
Description....
west tr 36537 signature
RotainPro 10 (cj;1987-2014,
13u110T014;8A3
cense: Kw oggos94001 Cantilevered Retaining Wall Design %ode: CBC 2013,ACI 318-11,AC1 530-11
Licem To : ORCO BLOCK C.OM�PANY; INC. _
Retained Height =
6.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 In
Water height over heel =
0.0 ft
Surcharge Loads
2,220 psf OK
Surcharge Over Heel -
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Oyerturnirig
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
'.pesign Summary
75.0 psi
Wall Stability Ratios
NOT Used)
Overturning =
2.51 OK
Sliding
1.62 OK
Total Bearing Load 4,042 lbs
...resultant ecc. = 10.93 in -
Soil Pressure @ Toe =
2,220 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
psf.
Soil Pressuro Less Than
'00
Allowable
ACI Factored @ Toe =
2,664 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
11.1 psi OK
Allowable I. =
75.0 psi
Sliding Caics (Vertical Component
NOT Used)
Lateral Sliding Force =
1,076.0 lbs
less 100% Passive Force = -
333.3 lbs
less 100% Friction Force = -
1,414.8 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors
Lateral Load =
Building Code
CBC 2013,ACI
Dead Load
1.400
Live Load
1.700
Earth, H
2.200
Wind, W
1.300
Seismic, E
1.000
Soil Data,
Lateral Load =
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 40.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIISoil Friction
= 0.350
Soil height to ignore
Poisson's Ratio =
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom . =
0.00 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 = 16.0 psf
Adjacent Footing. Load
Top Stem
AdJacent.Footih§-,L.oad ' _
OZIbs
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 =
0.0 ft
at Back of Wall
=
Poisson's Ratio =
0.300
Stem Construction
Top Stem
2nd
3rd
Stem OK
Stem OK
Stem OK
Design Height Above Ftp
ft =
6.00
2.00
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Masonry
Thickness
-
6.00
8.00
12.00
Rebar Size
=
# 4
# 4
# 4
Rebar Spacing
_
32.00
16.00
16.00
Rebar Placed at
=
Center
Edge
Edge
Design Data
fb/FB + fa/Fa
=
0.575
0.575
0.690
Total Force @ Section
lbs =
96.0
416.0
816.0
Moment.... Actual
ft-#=
288.0
1,098.7
2,304.0 -
Moment ..... Allowable
ft-#=
501.0
1,909.1
3,340.5
Shear..... Actual
psi =
2.9
6.6
7.6
Shear..... Allowable
psi =
45.7
46.2
46.2
Wall Weight
psf =
47.0
84.0.
133.0
Rebar Depth 'd'
In=
2.75
5.25
9.00
LAP SPLICE IF ABOVE
in =
24.00
24.00
24.00
LAP SPLICE IF BELOW
in =
24.00
24.00
HOOK EMBED INTO FTG in =
6.00
Hook embedment reduced by
stress ratio
Masonry Data
fm
psi'=
1,500
1,500
1,500
Fs
psi =
32,000
32,000
32,000
Solid Grouting
=
No
Yes
Yes
Modular Ratio 'n'
=
21.48
21.48
21.48 -
r�
Short Term Factor
=
1.000
1.000
1.000
��
Equiv. Solid Thick.
In=
3.90
- 7.60
11.60 , r _ ✓ ��
Masonry Block Type
=
Normal Weight���
Masonry Design Method
=
ASD
Concrete Data
fc
Fy
psi =
psi_
'_ i r\h.. u .;,`,
a
Use, menu Item Settipgs> Printing &,Title Block
to set these. five lines of Information
Tor your program.
Title 6'0'; retain w 6' wall 110 85c wind Page:
Job # ...New... Dsgnr: Date: 18 SEP 2014
Description....
This Wall In File:. c:\users\tmallis\documents\retaInpro.10 project.files\pga west tr 36537 -signature
RetafnPro 10 (c),:1987 2014; .Build :1014:8 13
Lrcense; Kw o66oeggap1 Cantilevered Retaining Wall Design %ode: CBC 2013,AC1 318-11,ACI 530-11
license To ORCO BLOCK COMPANY; INC.
ummary of Overtu
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
rning & Resisting.
.....OVERTURNII
Force' Distance
lbs ft
980.0 2.33
96.0 10.00
Footin Desi n Results -
9• g- . ---
.....R
Force Distance
Footing Dimensions & Strengths ;
Toe Width =
0.00 ft
Heel Width =
4.25..
Total Footing Width =
4.25
Footing Thickness =
12:00 in
Key Width
12.00 in
Key Depth =
10.00 in
Key Distance from Toe =
3.25 ft
fc = 2,500 psi . Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % _=
0.0018
Cover @ Top 2.00 @. Btm: 3.00 In
ummary of Overtu
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
rning & Resisting.
.....OVERTURNII
Force' Distance
lbs ft
980.0 2.33
96.0 10.00
Footin Desi n Results -
9• g- . ---
.....R
Force Distance
Toe
Heel
Factored Pressure = 2,664
0 psf
Mu': Upward = 0
2,948 ft-#
Mu': Downward = 0
7,203 ft-#
Mu: Design = 0
4,255 ft-#
Actual 1 -Way Shear = 0.00
11.14 psi
Allow 1 -Way Shear = 0.00
75.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = None Spec'd
Adjacent Footing Load =
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Axial Dead Load on Stem =
Toe: Not req'd, Mu < S • Fr
Heel: #4@ 9.26 In, #5@ 14.35 in, #6@ 20.37 In, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 In, #7@ 28.03 in,
Forces & Moments
Soil Over Toe =
ft-#
2,286.7
960.0
Total 1,076.0 O.T.M. 3,246.7
Resisting/Overturning Ratio = 2.51
Vertical Loads used for Soil Pressure = 4,042.3 lbs
.....R
Force Distance
Moment
lbs
ft
ft-#
Soil Over Heel =
2,242.5
2.63
5,886.6
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
• Axial Live Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
884.0
0.36
315.5
Earth @ Stem Transitions=
153.3
0.83
127.8
Footing Welghl =
637.5
2.13
1,354.7
Key Weight =
125.0
3.75
468.8
Vert. Component =
Total =
4,042.3
lbs R.M.c
8,153.3
• Axial live load NOT included in total displayed or used for
resistance, but Is included for soil pressure calculation.
overturning
FINANCIAL • /•
DESCRIPTION ACCOUNT QTY AMOUNT
PAID
PAID DATE
BSAS SB1473 FEE 101-0000-20306
0
$1.00
$0.00
PAID BY METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA $1.00 $0.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
WALL/FENCE - EA ADDITIONAL 50 LF
101-0000-42404
0
$76.86
$0.00
PAID BY
METHOD
RECEIPT # •
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
WALL/FENCE - FIRST 100 LF
101-0000-42404
0
$47.86
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
- ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
WALL/FENCE - FIRST 100 LF PC
101-0000-42600
0
$60.91
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for FENCE OR FREESTANDING WALL $185.63 $0.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RET WALL <=12 - EA ADD 50 LF
101-0000-42404
0
$29.00
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RET WALL <=12 - FIRST 100 LF
101-0000-42404
0
$47.86
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RET WALL <=12 - FIRST 100 LF PC
101-0000-42600
0
$60.91
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for RETAINING WALL $137.77 $0.00
40 $0.00
Description: 166 LF OF COMBO WALL
CHRONOLOGY
Type: WALL/FENCE
Subtype:
Status: APPROVED
Applied: 1/12/2015 SKH
Approved: 1/28/2015 SKH
Parcel No: 775370016 Site Address: 80073 CHAMPIONS WAY LA QUINTA,CA 92253
Subdivision: TR 29421
Block:
Lot: 37
Issued:
Lot Scl Ft: 0
Building Scl Ft: 0
Zoning:
Finaled:
Valuation: $10,375.00
Occupancy Type:
Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0
No. Unites: 0
Details: 166 LF OF COMBO WALL PER APPROVED DETAIL. 2013 CALIFORNIA BUILDING CODES.
• •
Printed: Wednesday, January 28, 2015 10:28:55 AM 1 of 3 CR
CY.fTFMt
CHRONOLOGY
CHRONOLOGY TYPE
STAFF NAME
ACTION DATE
COMPLETION DATE NOTES _
E-MAIL
STEPHANIE KHATAMI
1/12/2015
1/12/2015
PLAN CHECK SUBMITTAL
RECEIVED
STEPHANIE KHATAMI
1/8/2015
1/8/2015
• •
CONTACTS
NAME TYPE
NAME
ADDRESSI
CITY
STATE
ZIP PHONE
FAX
EMAIL
APPLICANT
ULRICH SAUERBREY
74948 LIVE OAK STREET
INDIAN WELLS
CA
92210
ulrichs@uslandlink.co
m
CONTRACTOR
CALIFORNIA WEST CONSTRUCTION 1
5927 PRIESTLY DRIVE
STE 110
CARLSBAD
CA
92008
OWNER
LQR GOLF
1 BUSH ST STE 1100
SAN FRANCISCO
I CA 1
0
Printed: Wednesday, January 28, 2015 10:28:55 AM 1 of 3 CR
CY.fTFMt
Printed: Wednesday, January 28, 2015 10:28:55 AM 2 of 3 CR
SVC7FM.S
FINANCIAL
• •
REMARKS,
NOTES
CI:TY
DESCRIPTION
ACCOUNT QTY
AMOUNT
PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY
YY
BSAS SB1473 FEE
101-0000-20306 0
$1.00
$0.00
Total Paid forBU1LDING STANDARDS ADMINISTRATION
$1.00
$0.00
0
BSA:
WALL/FENCE - EA
101-0000-42404
0
$76.86
$0.00
FOOTINGS
AOR
ADDITIONAL 50 LF
WALL/FENCE - FIRST
101-0000-42404
0
$47.86
$0.00
100 LF
WALL /FENCE - FIRST
101-0000-42600
0
$60.91
$0.00
100 LF PC
Total Paid for FENCE OR FREESTANDING WALL
$185.63
$0.00
RET WALL <=12 - EA
101-0000-42404
0
$29.00
$0.00
ADD 50 LF
RET WALL <=12.- FIRST
101-0000-42404
0
$47.86
$0.00
100 LF
RET WALL <=12 - FIRST
101-0000-42600
0
$60.91
$0.00
100 LF PC
Total Paid for RETAINING WALL
$137.77
$0.00
TOTALS:4.40
$0.00
Printed: Wednesday, January 28, 2015 10:28:55 AM 2 of 3 CR
SVC7FM.S
REMARKS,
NOTES
SEQID
INSPECTION TYPE
INSPECTOR
SCHEDULED
DATE
INSPECTIONS
COMPLETED RESULT
DATE
0
BOND BEAM
0
FINAL"
70-1
FOOTINGS
AOR
Printed: Wednesday, January 28, 2015 10:28:55 AM 2 of 3 CR
SVC7FM.S
REVIEW TYPE
REVIEWER
i
I SENT DATE
I DUE DATE
I R�DATEED
I STATUS
I REMARKS
I NOTES
,
Printed: Wednesday, January 28, 2015 10:28:55 AM 3 of 3 C'R111/
GYS7FM5