BWFE2015-0026aw
78-4135 CALLE TAMPICC
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number:
Property Address:
APN:
Application Description
Property Zoning: .
Application Valuation:
Applicant:
ULRICH SAUERBREY
B W FE2015-0026
55766 ISLEWORTH
775370016
150 LF OF COMBO WALL
$9,375.00
JAN 2 8 2015
CITY OF LA QUINTA
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 P fessions Code,
and my License is in full force and effect.
License ass: B % License No.: 927267
Dater t Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt fro the Contrac or's State
License Law for the following reason (Sec. 7031.5, Business an ofessi s 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)::
(_) 1, 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 Na
Lender's Ad
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 1/28/2015
Owner:
LQR GOLF
1 BUSH ST STE 1100
SAN FRANCISCO, CA 0
Contractor:
CALIFORNIA WEST CONSTRUCTION 1
5927 PRIESTLY DRIVE STE 110
CARLSBAD, CA 92008
(760)918-6768
LIC. 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
oft k for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Sectio 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 beco a sub' ct to the
workers' co ensation provisions of Section 3 0 o the L or Code, I hall forthwith
comply with hos/ee provisions.
Dat~ 1 0 Applicant:40
WARNING: FAILURE TO SECURE WORKERS' COMPENSATIO COVEJOVILES
LAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIE D UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 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 w.iose 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 topuilding
construction, and hereby authorize representatives of this ity to enter u on t e above
mentioned property for inspection purposes.
Date, Signature (Applicant or Agent):
FINANCIAL 1 •
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
$62.36
$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 $171.13 $0.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RET WALL<=12 - EA ADD 50 LF
101-0000-42404
0
$14.50
$0.00
t 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 $123.27 $0.00
TOTALS:4i $0.00
Description: 150 LF OF COMBO WALL
ADDITIONAL
Type: WALL/FENCE
Subtype: Status: APPROVED
Applied: 1/12/2015 SKH
Approved: 1/28/2015 SKH
Parcel No: 775370016 Site Address: 55766 1SLEWORTH LA QUINTA,CA 92253
Subdivision: TR 29421
Block: Lot: 31
Issued:
Lot Sq Ft: 0
Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $9,375.00
Occupancy Type: Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0 No. Unites: 0
STEPHANIE KHATAMI
Details: 150 LF OF COMBO WALL PER APPROVED DETAIL. 2013 CALIFORNIA BUILDING CODES.
Printed: Wednesday, January 28, 2015 10:01:01 AM 1 of 3 Cg?
NAf
SWZTFAAA
ADDITIONAL
CHRONOLOGY
CHRONOLOGY TYPE _ STAFF NAME.
ACTION DATE
COMPLETION DATE NOTES
E-MAIL STEPHANIE KHATAMI
1/12/2015
1/12/2015
PLAN CHECK SUBMITTAL
STEPHANIE KHATAMI
1/8/2015
1/8/2015
RECEIVED
CONDITIONS
CONTACTS
NAME TYPE NAME
ADDRESSI
CITY STATE
ZIP PHONE FAX EMAIL
APPLICANT
ULRICH SAUERBREY
CONTRACTOR
CALIFORNIA WEST CONSTRUCTION 1
5927 PRIESTLY DRIVE
CARLSBAD
CA
92008
STE 110
OWNER
LQR GOLF
1 BUSH ST STE 1100
SAN FRANCISCO
CA
0
Printed: Wednesday, January 28, 2015 10:01:01 AM 1 of 3 Cg?
NAf
SWZTFAAA
PARENT PROJECTS
REVIEWS
Printed: Wednesday, January 28, 2015 10:01:01 AM 2 of 3 (cmW
SY.[TFM.S
FINANCIAL
INFORMATION
REMARKS
NOTES
CLTD
DESCRIPTION ACCOUNT QTY AMOUNT
PAID
PAID DATE RECEIPT # CHECK # METHOD PAID BY
BY
BSAS SB1473 FEE 101-0000-20306 0 $1.00
$0.00
0
Total Paid forBUILDING STANDARDS ADMINISTRATION $1.00 $0.00
BSA:
WALL/FENCE - EA
101-0000-42404
0
$62.36
$0.00
0
FINAL"
ADDITIONAL 50 LF
0
1 BOND BEAM
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, $171.13 $0.00
RET WALL <=12 - EA
101-0000-42404
0
$14.50
$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 forRETAiNING WALL $123.27 $0.00
TOTALS:4i $0.00
PARENT PROJECTS
REVIEWS
Printed: Wednesday, January 28, 2015 10:01:01 AM 2 of 3 (cmW
SY.[TFM.S
REMARKS
NOTES
SEQID
INSPECTION TYPE
INSPECTOR
SCHEDULED
DATE
INSPECTIONS
COMPLETED
DATE
RESULT
0
FOOTINGS
AOR
0
FINAL"
0
1 BOND BEAM
PARENT PROJECTS
REVIEWS
Printed: Wednesday, January 28, 2015 10:01:01 AM 2 of 3 (cmW
SY.[TFM.S
REVIEW TYPE
I REVIEWER
-
I SENT DATE
-
I DUE DATE
1—WDATEURNED
I STATUS I
REMARKS
I NOTES
Printed: Wednesday, January 28, 2015 10:01:01 AM 3 of 3 CR
CY.CiFMt
CITY OF LA Q
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COMBO RETAINING WALL PER SECTION J J,
K -K AND UPPER. WALL ON SECTION I -I.
RETAINING WALL NOTES:
MATERIALS.
8. WALLSSHOULDBEGROUTEDAT4'HEIC4T1NTERVALS.
CONTRETE• Pc a 4000 PSI * 28 DAYS W/ 0.50 WATERICEMEIVT RATIO.
GROUTING SHOULD REPERFORMED AS SOONASPOSSIBLE
REINFORCENGSTEEL: ASMA-615 GRADE 60,
AFTER THE CONOWTFMASONRYUNITSARE PLACED .
CONCRETE MASONRYULVITS: A57MC90
MORTAR: USE OBP TYPES PER A57M C270
9. 'PROVIDE CONTROL X NTSAT 40'01C MAX.
GROUT.•. USE 2000 PST 28 DAYS PER ASTM C 476.
CDMEN> PoRTTAND CLEMENT PER AWN C-150 TYPE HIV
10. BUILDING DEPARTMENT INSPEG770N SHALL BE OF THE
FOLLOWING STEPS.
15t FOUNaMON 7REN0'f WITH SECURED REINFORCING STEEL
GENERAL NOTES:
2nd. BLOO(WALL WITH RLINFORaNGSTEEL affVREGROUT.
31d. MID•HQGHT GROUTING FOR WALLS OVER 4' MGH.
1. ALL MATERIALS, PRODLX75, WORMENSHIP, TE577NGAND
4th. GROUTED WALL AND DRAM4GESYMER
INSPECTION SHALL COMPLYWI7H 7NE2013 =-
5th. 840107LL AND FINAL
2 ALL )0077NG5' SHALL sE POURm ON UNDISTURBED NATURAL
Sl. OMIT HEAD IOINTSAT FIRST COURSEAT EWAY32" 0/C WITH
GROUND OR ON UNDISTURBED ENGINEERED FILL
1 CV. FT. OF -/ "GRAVEL FOR WEEPHOLE WHEN THE WALL IS
LESS TW PGH,
I WALL SHALL HE LAID 7RUEAND PLUMB, AND ALL CELLS
SHAM BE GROUTED SOLID.
12 PROVIDE 4"e SDR 35 PERFORATED PIPE WITH PERFORATIONS
DOWNAT I % MIN. SLOPE WITH 1 a. OF3/4" GRAVEL
4. ALL SPLICES SMALL BE 48 LIAR DIAMETERS.
WRAPPED WITH MIRAFI 14ON FILTER FABRIC OR EQUAL 84L7C
DRA/NAGESYSTEM SHALL HAVE 7EECONNEC7701V AND NON -
S. ALL VERTICAL AND HORIZONTAL BARS SHALL BE 77ED
PfRF0RA7ED 2"e OUTLET PIPEATEVERY 10' O/C THROUGH
TOGETHER.
THE WALL AT 2 % SLOPEABOVE THE FINISHED SURFACE
6. DO NOT USE HEAVY COMPACT70N EQUIPMBVTADIACENT TO
THE WALL THE OWTRACTOR SHALL BERESADNSIBLEFOR
ANYDAMAGfS 70 THE WALL RESUL77NG FROMINAPPROPRIAM
COMPACTION MNIQUES AND EQUIPMENTS
7. THERETAIMNG WALLS SHALL NOT BE MMOL LIED UNTIL AT
LEAST 14 DAYS -UNLESS PROPER SHORINGLSPROWDm
NATURAL SiDD
=AACTED Fl
I
CONTROL JONr
AM WALL W/RUNFORQNG
PER DETAILS
04 HORZ C01M 0 TOP AS REI jUt "-
_. PR0VWE24"MIN. LAPAND MAOVTATN3'
GEAR nm SOIL
Q
•. v d b .
Q Q• D •Q I I'I I I:.
III
J. !'4 HORL CW.. * B TTW - PROVIDE24'
NN. LAP AND MAINTAIN 3" OFAR FROM
SOIL
FOOTING STEP DETAIL
0
~ C31925 N
ExP.l2-31-2014 *,
Jr4 C
.Op C
�I
Use menu. item Settings > Printing & Title Block Title 2'0" retain w 6' wall 110 85c wind Page:
to set these five Ilnes of Infbrmation Job # ...New... Dsgnr: Date: 18 SEP 2014
for your program. Description....
This Wall In File: c:\users\tmallis\documents\retainpro 117 project. files\pga,west tr 36537 signature
' RetilnPro 10 (c)1:987 2014; B.u11d 10.14.8.13
Lleense-01jOR5 4916LOCK COMPANY. INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,AC1 530-11
License o : O
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
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,453 psf
Axial Load. plied 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
276.0 lbs
Overturning =
1.67 OK
Sliding =
1.92 OK
Total Bearing Load = `1.,247'lbs
...resultant ecc. = 10.12 in
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
Load Factors
= 150.0 psf/ft
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 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
has been Increased
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
a�
Adjacent Footing. Load
Adjacent.Fboting Load =
0.0;tbs
Footing 1Nidth
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
Wall Material Above "Ht"
Poisson's Ratio =
0.300
Stem Construction
Top Stem
2nd
-
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
in =
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
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
Masonry Design Method
=Normal
=ASD;
Weight
/, t;} ,^ ��„ ,; �;'•.'�:••��\
Concrete Data
fc
Fy
psi =
psi-
j)�'_�t
.• �X`Y
-.e..
Use menu Item Settings > Printing & Title Block
to set these five lines of Information
for your program.
Title 2'0" retain'w 6' wall 110 85c wind Page:
Job # ...New... Dsgnr: Date: 18 SEP 2014
Description....
This Wall in File:c.lusersltmallisldocumentslretainpro',1.0,project;files 1pga west tr 36537.signature
RetalnPro 10 (c)`1987 2014; Build •Y0:14 613
Icent'a Kw 08@QR5tg4pt Cantilevered Retaining Walf Design %ode: CBC 2013,ACI 318-11,ACI 530-11
I dre $e To ..ORCO BLOCK COMPANY; INC.
Footing Dimensions & Strengths
FootingiDesign Results
_OVERTURNING,:.:.:
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
125 ft-#
Footing Thickness
= 12.00 in
Mu': Downward = 0
1,064 ft-#
Sloped Soil Over Heel =
Mu: Design = 0
939 ft-#
Key Width
= 0.00 in
1 -Way Shear 0.00
5.86 psi
Key Depth
= 0.00 InActual
'Allow 1 -Way Shear 0.00
75.00 psi
Key Distance from Toe
= 2.75 ft
Toe Reinforcing = None Spec'd
Load @ Stem Above Soil = 96.0 6.00 576.0
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
450.0 0.28
.126.5
a
Earth @ Stem Transitions=
Toe: Not req'd, Mu < S' Fr
Footing Weighl =
Heel: Not req'd, Mu < S ' Fr
468.8
Resisting/Overturning Ratio = 1.67
Key Weight =
Key: No key defined
Summa, of Overturning &;Resisti.nq 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 =
Surcharge Over Toe =
Total 276.0 O.T.M. 756.0
Stem Weight(s) =
450.0 0.28
.126.5
Earth @ Stem Transitions=
Footing Weighl =
375.0 1.25
468.8
Resisting/Overturning Ratio = 1.67
Key Weight =
2.75
Vertical Loads used for Soil Pressure = 1,246.7 lbs
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.
cj 0
tx
11A i ii\-, Im
'
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
RetalnPro 10 (c)1987.2014, Build 10.14.8.13
License : Kw-06o52401BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ;ode: CBC 2013,AC1 318-11,AC1 530-11
License 0: ORCO
Criteria Soil Data
Surcharge Over Heel =
0.0 psf
Retained Height = 2.67 ft Allow Soil Bearing = 2,500.0 psf
Surcharge Over Toe =
0.0 psf
Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method.
Heel Active Pressure - 40.0 psf/ft
2,326 psf
.rAxial. Load Applied to Stem
Slope Behind Wall = 0,00 : 1 -
0.0 lbs
Axial Live Load =
Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft
Axial Load Eccentricity =
0.0 In
Water height over heel = 0.0 ft Soll Density, Heel = 115.00 pcf
Sliding Calcs (Vertical Component NOT Used)
.Wall Stability Ratios
Surcharge Loads
- T -
Surcharge Over Heel =
0.0 psf
Osed To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,326 psf
.rAxial. 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 .=
93.8 lbs
less 100% Friction Force = -
545.5 lbs
Added Force Req'd =.
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Soil Density, Toe = 115.00 pcf
Footingl[Soll Friction = 0.350
Soil height to Ignore
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
Adjacent Footing Load
Stem
Adjacent Footirig Load =
OA Itis
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 _
0.0 ft
at Back of Walt
=
Poisson's Ratio =
0.300
Stem Construction Top
Stem
2nd
= 21.48 21.48
Stem OK
Stem OK
Design Height Above Ftg
ft =
2.67
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
1.000
Fy
psi
fb/FB + fa/Fa
=
0.575
0.885
Total Force @ Section
lbs =
96.0
238.6
Moment.... Actual
ft-#=
288.0
671.2
Moment.. -...Allowable
ft-#=
501.0
979.3
Shear..... Actual
psi =
2.9
3.8
Shear.....Allowable
psi =
45.7
45.7
Wall Weight
psf =
47.0
84.0
Rebar Depth 'd'
in=
2.75
5.25
LAP SPLICE IF ABOVE
in =
24.00
24.00
IAP SPLICE IF BELOW
In=
24.00
HOOK EMBED INTO FTG in =
6.00
Masonry Data Hook embedment reduced by stress ratio
I'm
psi=
1,500
1,500
Fs
psi =
32,000
32,000.
Solid Grouting
=
No
Yes
Modular Ration'
= 21.48 21.48
Load Factors
-- Short Term Factor
= 1.000 1.000
Building Code
CBC 2013,ACI
Equiv. Solid Thick.
in= 3.90 7.60
Dead Load
Live Load
1.400
1.700
Masonry Block Type
= Normal Weight"
Earth, H
Masonry Design Method
= ASD
,'a`
F.LIZ
Wind, W
2.200
1.300`'V.
Concrete Data
fCsi:=
p
�,�
�T.
r.=,
Seismic, E
1.000
Fy
psi
2414
4'. r
�..
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
RetalriPro 10 (c)1987-2014, Build 10:14.8.13
.::..OVERTURN
Force Dlstanc
lbs ft
Heel Active Pressure =
LIcense : �W-O§Q5,9401BLOCK COMPANY, INC.
icense Yo: RCCOO
Cantilevered Retaining Wall Design
:ode: CBC 2013,ACI 318-11,ACl 530-11
Surcharge Over Toe =
Adjacent Footing Load =
Footing Dimensions 8 Strengths_
Footing Design Results
Toe Width = p;0.t)`ft
Toe
Heel
Heel Width = 2.75.
Factored Pressure = 2,326
0 psf
Total Footing Width = 2.75
Mu': Upward = 0
328 ft-#
Footing Thickness = 12.00 In
Mu': Downward = 0
1,620 ft-#
Mu: Design = 0
1,292 ft-#
Key Width = 0.00 in
Key Depth = 0.00 in
Actual 1 -Way Shear = 0.00
6.07 psi
Key Distance from Toe = 2.75 ft
Allow 1 -Way Shear = 0.00
75.00 psi
Toe Reinforcing = None Spec'd
fc = ' 2,500 psi F = 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
Item
.::..OVERTURN
Force Dlstanc
lbs ft
Heel Active Pressure =
269.4 1.22
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
96.0 6.67
ft-#
329.5
640.3
Total 365.4 O.T.M. 969.9
Resisting/Overturning Ratio = 1.86
Vertical Loads used for Soil Pressure = 1,558.5 lbs.
r
I
.....RESISTING...:.
Force Distance Moment
lbs ft ft-#
Soil Over Heel = 639.7 1di
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 Weighl = 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
r resistance, but is Included for soil pressure calculation.
Use menu item Settings > Printing & Title Block
to set these five linea of information
for your program.
Title 3'47 retain w 6' wall 110 85c wind Page:
Job # ...New... Dsgnr: Date: 18 SEP 2014
Description....
This Wall in File: c:\users\tmallis\documents\retain pro 10 project files\pga west tr 36537 signature
RetalnPro 10 (c):1987 2014, Build ;t0.14.8.13
ucerise : KKw o66055gg4 1 ..• Cantilevered Retaining Wall Design %ode: CBC 2013,AC1 318-11,AC1530-11
License To ORDS BLOCK COMPANY; INC.
Criteria J(Soil Data
- -
c
,9
Footing Load
Retained Height = 3.33 ftAllow Soil Bearing = 2,500.0 psf'
Surcharge QWer Heel =
0.0 psf
Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 40.0 psf/ft
Adf#cent Footing Load. =
0.P lbs
Slope Behind Wall - 0.00:1 =
...Height to Top = 0.00 ft
1"',
Height of Soil over Toe = 6.00 In Passive Pressure = 150.0 psf/ft
411 .1
0.0 psf
Water height over heel = 0.0 ft Soil Density, Heel = 115.00 pcf
Eccentricity =
0.00 in
Soil Density, Toe = 115.00 pcf
less 100% Passive Force = -
f'
FootingllSoil Friction = 0.350
0.00 ft
Axial Load Applied to Stem
Soil height to ignore
Footing Type
Line Load
for passive pressure = 12.00 in
-
Orr .
Surcharge Loads.
1,964 psf OK
Lateral Load Applied to Stem.Adjacent
Footing Load
Allowable =
Surcharge QWer Heel =
0.0 psf
Lateral Load = 0.0 #/ft
Adf#cent Footing Load. =
0.P lbs
Used To Resist Sliding & Overturning
...Height to Top = 0.00 ft
Footing Width =
0.00 ft
Surcharge Over Toe =
0.0 psf
...Height to Bottom = 0.00 ft
Eccentricity =
0.00 in
Used for Sliding &Overturning
less 100% Passive Force = -
The above lateral load
Wall to Ftg CL Dist =
0.00 ft
Axial Load Applied to Stem
has been Increased 1.00
Footing Type
Line Load
317.8
by a factor of
Base Above/Below Soil
288.0
Axial Dead Load =
0.0 lbs
Wind on Exposed Stem = 16.0 psf
at Back of Wall
0.0 ft
Axial Live Load =
0.0 lbs
Shear..... Actual
Poisson's Ratio
0.300
Axial Load Eccentricity =
0.0 in
Shear.`.... Allowable
psi =
4'5.7
Design' $Ummary
Stem Construction Top
Stem 2nd .
47.0.
84.0
Rebar Depth 'd'
Stem OK Stem OK
2.75
Wall Stability Ratios
Design Height Above FIE ft =
3.33 0.00
24.00
Overturning =
1.99 OK
Wall Material Above "Ht" =
Masonry Masonry
24.00
Sliding
1.61 OK
Thickness -
6.00 8.00
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
Building Code
Dead Load
Live Load.
Earth, H
Wind, W
Seismic, E
q
CBC 2013,ACI
1.400
1.700
2.200
1.300
1.000
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 =
4'5.7
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
I'm
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
, f}
Mason Block Type
=
Normal Weight
y
Masonry Design Method
=
ASD
! •-
Concrete Data
fc
psi
C,.r Gni Fl
Fy
psi:=
r
�01� A
Use menu Item Settings > Printing & Title Block
Title 3'4'• retain w 6' wall 110 85c wind Page:
to set these five Ifnes of info6atfon
Job #. ...New... Dsgnr: Date: 18 SEP 2014
for your program.
Description....
This Wall in File: c:\users\tmailis\documents\retainpro 10 project:fites\pga west tr 36537 0g pfurd.
Retal0Pto 10 (8)1981 2014; Bulid 1914 8.13
Icense �ti 0594pq1 Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,ACI 530-11
�Icense To ::8 , . '.BLOCK COMPANY, INC.
doting Dimensions & Strengths
Footing..Design Results
Toe Width _ • 000'ff
Toe Heel
Heel Width - 3.00
Factored Pressure2,357 0 psf
Total Footing Width - 3:00
Mu': Upward = 0 605 ft-#
Footing Thickness = 12.00 in
Mu': Downward = 0 2,332 ft-#
Mu: Design = 0 1,727 ft-#
Key Width = 0.00 in
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
Toe Reinforcing = None Spec'd
fc = 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 Overturniri , & Resi.§tlng
Forces & Moments.
OVE,RTURNING..... ....'RESISTING......
Force Ofstance
Moment Force b.Istance Moment
Item lbs ft
ft_# `Ibs ft ft-#
Heel Active Pressure = 375.0 1.44
541.2 Soil Over Heel = 893.6 1.83 1,638.2
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 7.33
703.7 ` Axial Live Load on Stem =
=
Soil Over Toe =
Surcharge Over Toe =
Total .471.0 O.T.M:
1,244.9 Stem Weight(s) = 561.7 0.29 163.7
Earth @ Stem Transitions=
Footing Weight = 450.0 1.50 675.0
Resisting/Overturning Ratio =
1.99 Key Weight = 2.75
Vertical Loads used for Soil Pressure = 1,905.3 lbs Vert. Component =
Total 1,905.3 lbs R.M.= 2,476.9
Axial live load NOT Included in total displayed or used for overtuming
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.
This Wall In File: c:\users\tmallis\documents\retainpro 10
ense i K1N=06Q594p1: '
BLOC
:ens e :To`;.OKRCO K COMPANY
Criteria
Retained Height =
4.00 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'
1,993 psf OK
Sureh'arge O2er Heal =
0.0 psf
Used To,.Reslst 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
Title 4'0" retain w 6' wall 110 85c wind
Job # ...New... Dsgnr:
Description....
west tr 36537 signature
Cantilevered Retaining Wall Design
Soil 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
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
has been Increased
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
Page:
Date: 18 SEP 2014
;ode: CBC 2013,ACI 318-11 ,ACI 530-11
Adjatont Footing Load
Top Stem
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 =
0.0 ft
at Back of Wall
Thickness
Poisson's Ratio =
0.300
Stem Construction
Top Stem
2nd
-
Live Load
Stem OK
Stem OK
Design Height Above Ftg
ft=
4.00
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Thickness
=
6.00
8.00
Rebar Size
-
# 4
# 4
Rebar Spacing32.00
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
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 = A%' ,:`1Y.' �' '�*
.,
psi
j C rr t 6)
1
Use menu Item Settings > Printing•& Title Block Title. 4'0" retain w 6' wall 110 85c wind Page:
to set these five IineS of Infbrmation Job # ...New... Dsgnr: Date: 18 SEP 2014
for your program. Description....
This Wall in File: c \users\tmallis\documentsketalnpro .40. project (ileslpga•west tr 36537 signature
RotalinPio 10 (c):,198.7 2014, Build•.10.14:8:13
License- KKw o&&QQ��88ao1 Cantilevered Retaining Wall Design :ode: CBC 2013,AC1 318-11,ACI 530-11
License ToyRCO BLOCK COMPANY,: INC.
Footing Dimensions &.St.rengths Footing Design Results
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-#
Surcharge Over Heel =
Surcharge Over Toe =
Mu: Design = 0
2,152 ft-#
Key Width
= 12.00 in
Actual 1 -Way Shear 0.00
6.6B 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
8.00
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
Footing Concrete Density
= 150.00 pcf
Key Reinforcing = None Spec'd
596.0
Min. As %
= 0.0018
Other Acceptable Sizes & Spacings
0.30
Cover @ Top 2.00
@ Btm= 3.00 In
Toe: Not req'd, Mu < S ' Fr
'
= 2.15
Footing Weight =
Heel: Not req'd, Mu < S.* Fr
=
2,343.8
lbs
Key: Not Req'd = Mu<S'Fr
2.75
I Summary of. Overturning,:& Resistinct Forces & Moments _ _ _ __,_
....OVERTURNING.....
Force
Distance
Moment r
Item
lbs
ft
ft-#
Heel Active Pressure =
500.0
1.67
833.3
Surcharge over Heel -
Surcharge Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem =
Added Lateral Load =
' Axial Live Load on Stem =
Load @ Stem Above Soil =
96.0
8.00
768.0
r
Surcharge Over Toe =
Total
596.0
O.T.M..
1,601.3
618.0
0.30
182.5
Earth @ Stem Transitions=
Resisting/Overturning Ratio
'
= 2.15
Footing Weight =
Vertical Loads used for Soil Pressure
=
2,343.8
lbs
Force
Distance
Moment
lbs
It
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 Weight(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 8 Title Block Title 4'8" 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\tmallisldocum:ents\retainpro 10 project files\pga,west tr 36537 signature'
RetulnP..ro 10 (c).1,887 301'4; Bulld.10:1.4; 13
(cense KKw MCO' Cantilevered Retaining Wall Design ',ode: CBC 2013,ACI 318-11,AC1 530-11
License To MCO:BLOCK.COMPANY„INC.
Criteria
Retained Height =
4.67 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00:'
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
r
0.0 lbs
Surcharge Loads
2,796 lbs
Surcharge- ;Qver Heel =
O.O;psf
Used.Td,ResistSliding iii Overtuml'ng
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
Allowable =
Axial Load Applied to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 In
D:ssign Summary
0.0 psi OK
WaII Stability Ratios
7.4 psi OK
Overturning =
2.21 OK
Sliding =
1.63 OK
Total Bearing Load =
2,796 lbs
...resultant eco. -
10.41 In
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 =
....for 1.5 : 1 Stability =
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
0.0 lbs OK
0.0 lbs OK
CBC 2013,ACI
1.400
1.700
2.200
1.300
1.000
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
has been Increased
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
11 Top
AtlJacent"Footing Loatl' _
0.0.1bs
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
Masonry
Poisson's Ratio =
0.300
Stem Construction
11 Top
Stem
2nd
fm
Stem OK
Stem OK
Design Height Above Ftg
ft =
4.67
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
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
Modular Ration'
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
74
psi
=.
psi.IN Pk=
Hook embedment reduced by stress ratio
Masonry Data
fm
psi= 1,500
1,500
Fs
psi = 32,000
32,000
Solid Grouting
No
Yes
Modular Ration'
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
74
psi
=.
psi.IN Pk=
Use menu Item Settings'> Printing .& Title Block Title 6'0'•, retain w 6' wall 110 85c wind Page:
to set these five 11ne5 of Information Job # ...New... Dsgnr: Date: 18 SEP 2014
for your program. Description....
This Wall In File: c:\users\tmallis\documents\retainoro 10 oroiect files\Daa west tr 36537 sicinature
RetalhPro 10 (c) 1987--2014, BuIld70,14.8.13
License Ki4.90i13LOCK C.OM'PANY; INC. Cantilevered Retaining Wall Design :ode: CBC 2013,AC1 318-11,ACI 530-11
LLicenso To ,
Criteria .
Retained Height =
6.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: '
Height of Soil over Toe =
6.00 In
Water height over heel =
0.0 ft
Surotlarge 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 & 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
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 -
2�50Q psf.
Soil Pressure Less Than
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 =
75.0 psi
Sliding Calcs (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
i
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
i
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
Eccentricity
has been Increased
1.00
by a factor of
Footing Type
Wind on Exposed Stem = 16.0 psf
Stem Construction
•Top
Adjacent Footing Load
2nd
Adjacent Footing;Loa =
A:U 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 =
0.0 ft
at Back of Wall
Masonry
Polsson'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
I'm
psi=
1,500
1,500
1,500
Fs
psi=
32,000
32,000
32,000
Solid Grouting
=
No
Yes
Yes
Modular Ratlo'n'
Short Term Factor
Equlv. 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
psl•=
psi '=
.Use menu item SetQngs > Printing & Title Block Title 6'0" retain w 6' wall 110 85c wind Page:
• to set these five lines of'information Job # ...New... Dsgnr: Date:' 18 SEP 2014
Tor your program.. Description,...
This Wall in File: c:\users\tmallis\documents\retainpro 10.project;files\pga west tr 36537.signature
Reta(nPro 10 (6);1967 2014,::Bulld 10.14-8:13
t(cense; w o6dSt,41
Cantilevered Retaining Wall Design %ode: CBC 2013,AC1 318-11,ACI 530-11
icense.�o4 OR _ •BLOCK COMPANY;
INC.
Footing Dimensions &Strengths __,
Footing: Design. Results
Toe Width =
0.00 ft
Toe Heel
Heel Width =
4.25.
Factored Pressure = 2,664 0 psi
Total Footing Width =
4.25
Mu': Upward = 0 2,948 ft-#
Footing Thickness =
12:00 in
Mu': Downward = 0 7,203 ft-#
Adjacent Footing Lcad =
Mu: Design = 0 4,255 ft-#
Key Width =
12.00 in
Actual 1 -Way Shear = 0.00 11.14 psi
Key Depth =
10.00 in
Allow 1 -Way, Shear = 0.00 75.00 psl
Key Distance from Toe =
3.25 ft
Toe Reinforcing = None Spec'd
fc = 2,500 psi ... Fy =
60,000 psi
Heel Reinforcing = None Spec'd
Footing Concrete Density =
150.00 pcf
Key Reinforcing = None Spee'd
Min. As % =
0.0018
Other Acceptable Sizes & Spacings
Cover @ Top 2.00 @ Btm: 3.00 in
Toe: Not req'd, Mu < S' Fr'
0.36
315.5
Heel: #4@.9.26 in, #5@ 14.35 in, #6@ 20.37 In, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
153.3
0.83
Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 In, #7@ 28.03 in,
..OVERTURNING....:
Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure = 980.0 2.33 2,286.7
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 96.0 10.00 960.0 r
Total 1,076.0 O.T.M.. 3,246.7
ResistinglOverturning Ratio, = 2.51
Vertical Loads used for Soil Pressure = 4,042.3 lbs
Force
v 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 Lcad =
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 Weight =
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 overturning
resistance, but is included for soil pressure calculation.