BWFE2015-002878-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
Property Address:
APN:
Application Description
Property Zoning:
Application Valuation:
Applicant:
ULRICH SAUERBREY
BWFE2015-0028
55757 ISLEWORTH
775370016
135 LF OF COMBO WALL
$8,437.50
T4'!t 4 4 Qu!Krcv
)MMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
JAN 2 8 1015
CITY OF LA OUIN- TA
COMMUNITY DEVELOPMENT DEPARTMENT
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 Clas : B License No.: 927267
Date' f 2 (� Contractor: Y
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt fromChen�ract 'sState
License Law for the following reason (Sec. 7031.5, Business andi 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 Name
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
Llc. 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 thfor which this permit is issued.
M-AlI 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 t the workers'
compensation laws of California, and agree that, if I should becomes bject to the
workers' compensation provisions of Section 700 of the La Cod , I shall forthwith
comply wit those provisions.
Dat Applicant '
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION C ERAGE IS NLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES A D CIVIL ES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION 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 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 city enter up he a ove
mentioned roperty for inspection purposes. 6L
Date:
f Z% Signature (Applicant or Agent
FINANCIAL INFORMATION
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 forBUILDING 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
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:40 $0.00
Description: 135 LF OF COMBO WALL
Type: WALL/FENCE
Subtype: Status: APPROVED
Applied: 1/12/2015 SKH
Approved: 1/28/2015 SKH
Parcel No: 775370016 Site Address: 55757 ISLEWORTH LA QUINTA,CA 92253
Subdivision: TR 29421
Block: Lot: 32
Issued:
Lot Scl Ft: 0
Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $8,437.50
Occupancy Type: Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0 No. Unites: 0
Details: 135 LF OF COMBO WALL PER APPROVED DETAIL. 2013 CALIFORNIA BUILDING CODES.
RECEIVED
Printed: Wednesday, January 28, 2015 10:30:30 AM 1 of 3 cg?mf
S VSTFM S
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
CA
CONTRACTOR
CALIFORNIA WEST CONSTRUCTION 1
5927 PRIESTLY DRIVE
CARLSBAD
CA
92008
STE 110
OWNER
LQR GOLF
1 BUSH ST STE 1100 1
SAN FRANCISCO
CA
0
Printed: Wednesday, January 28, 2015 10:30:30 AM 1 of 3 cg?mf
S VSTFM S
Printed: Wednesday, January 28, 2015 10:30:30 AM 2 of 3 CRW.
CY.C7FMS
In
FINANCIAL INFORMATION
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
Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00
BSA:
WALL/FENCE - EA
101-0000-42404
0
$62.36
$0.00
RESULT
REMARKS
NOTES
0
FINAL"
ADDITIONAL 50 LF
0
FOOTINGS
AOR
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 WALLO LF - 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:0i
Printed: Wednesday, January 28, 2015 10:30:30 AM 2 of 3 CRW.
CY.C7FMS
INSPECTIONS
SEQID
INSPECTION TYPE
INSPECTOR
SCHEDULED
DATE
COMPLETED
DATE
RESULT
REMARKS
NOTES
0
FINAL"
0
FOOTINGS
AOR
0
BOND BEAM
Printed: Wednesday, January 28, 2015 10:30:30 AM 2 of 3 CRW.
CY.C7FMS
REVIEW TYPE
I REVIEWER
I SENT DATE
I DUE DATE
UURN
R ED
I
I STATUS
I REMARKS
I NOTES
DATE
Printed: Wednesday, January 28, 2015 10:30:30 AM 3 of 3 CR
SYC7FM.S
CITY OF LA
BUILDING & SAF
APPRO
FOR CONSTF
mlomrmm
2" CAP # }
EAWM
cc tM' uroRaMrrTrmuAcn snaw
'nawou�aoasrw�.mua¢vroArrNcme usFaev
U mT1}fL rMbarAR µAAiiN'c1ra.
#4 VERT BAR ®32" - . ua�AmrAa�saAorraarr� AviT.
"S
C) Q: 01C 0 CEN 7ER OF r a0f?STR6YG7HMMJV 7Pt KN.FRAfrMC4X
!CO/DKlCMGW E*Wf&9N.. WIAW WAn71C8 81TRAAO
V 6" CMU W/ 24" MIN. FRMWrMNCa=MRMRCVMfMAWrWn C4Sr
Q N £XT. INTO 8" CMU AaWSM"AMMIL
' ® BELOW. LWIWTTF�mhVJM&40 8YDDWCnW0F.=S
�. AWMEAASW C U 4M'&UM Aft1QAW Af S DMTL
Y 2 - WAT9rWIWSWOL= .EWW4 VIIOWIVAT9LSMIOR
mCWi G �PROI6790=0GW4WAffMLCf=
b
� e LEVEL BACKFILL' DEZONCRI1 MM, FER7013CDC
plum
Q
1 '1
5' TO DAYLIGHT V
A
�. son BEVttivGPRas<RE-sao PSF 84virAI MUM
PREMM- - tO PSFPER sans REPORT
Z AUOWABLEtA7ERAL PASMW PRESA/RE-150 PSF.
wour51RBJfTH-2Q010PS7®IBLi4Y5
-) I a i4. 5W�MAZ RY Ma s�H.
f4 HORZ. CONT.
0 24 0/C
8816 CMU SOLID
�. GROUTED W/SPCL.
INSPEC71ON REDD.
'G' BAR 0 EDGE OF
8" CMU FULL HEIGHT
NOTE• PROVIDELEVEL ONESPE=
INSPECTION PER LOC TABLE 1704.5.1 OF
THEMASONRYSTEM PRILIR TO GROU77NG
70 VSMYGRAD4 SQEAND PROPER
PLACOMSVT OF RQNFORLEMENTAND TO
BVSURE THE GROUT SPACE IS THE PROPER
SLZE WITHOUT ORMUC17ON 07NER THAN
NORMAL MORTAR FINS.
(2) �f 4 HORZ. CONT.
0 24" 0/C PGA WEST/LA QUINTA
F' DOWELS 0 EDGE TR. NO. 36537
OF 12" OR B" CMU
12816 CMU SOLID
GROUTED W/ SPCL.
INSPEC77ON REOD. i
a 4- DIA. SDR 35 PERF PIPE W/ 12" OF
ti 3/4" GRAVEL WRAPPED W/ M/RAn 140N
FILTER FABRIC-EX7ENDING UP TO 12" OF �1
:. FINISH GRADE — 2X SLOPE TO DRAIN
PROWDE OUTLETS 0 100' INTERVALS
— H' BAR 1r(
14 HORZ. CONT. 0 12" O/C
® TOP & BOTTOM OF t/
FOOTING. oc
x'13
412") * :, alp► t: ���
�� �► V
�.iv
'A '.
'B'
'C'
'D'
'E'
'F' D D WEL
'G' VER T
'H' BAR .
2'-0'2,-0„
N/A
2'-6".
N/A
#4932" 0/C X33'
NIA
4®32" 0/C f
12".�
6"
21-8"2'—B"
N/A
, „
2 -9
: N/A
#4®32" 0/C 41'
N/A
4®32" 0/C 27
f
.
12„L
6„
' '
3 = 4
3'-4
N/A
' „
3 - 0
N/A
14032” 0/C 49'
L
N/A
4®32" 0/C
12„
6"
4'-O'
4'-O"
N/A
3'-3„
4„
#4916" 0/C 57'
N/A
4®16" 0/C r-
12„
6"
4'-8'4'-8"
N/A
3'-.6„
6„
#4®16" 0/C 6
!
NIA
5®16" 0/C J6"12,
6„
5'-4'
5'-4"
N/A
3'-9„
9„
#5616" 0/C 73'
N/A
5® 9..
16" 0/C F
12"L
6"
61-01
4'-O"
,.
2'- 0`14'-
3;,
l p„
33 #5 16" 0/C
016" 0/C
5®16" 0/C r 4
12"
6"
comB0 RETAINING WALL PER SECTION j --T,
K -K AND UPPER WALL ON SECTION N.
RETAINING WALL NOTES.
MATERIALS:
8. WALLS SHOULD BE GROUTED AT 4' HEIGHT INIHQVALS.
CONIRE7E• Pc a 4000 Psi* 28 DAYS W/ 0.50 WA7ER/CEMETVT RATIO.
GROU77NGSHOULD BEPERFORMID AS SOONAS POSSIBLE
REINFORCINGSTEEL: AS7MA-6ISGRADE60.
AFTER THE OONCRE7EMASONRYUNrISAREPLACM.
CONCRETEMASONRYUNITS: ASTMC90
MORTAR: USE OSP TYPE S PER ASTM C270
9. PROVIDE CONTROL 30IN7SAT 40' 0/C MAX. '
GROUT.'. USE 2000 PSI V 28 DAYS PER ASTM C 476.
CEMENT.• PORTLAND CEMENT PER ASTM C-150 TYPE HIV.
10. BUILDING DEPARTMENT INSPECTION SHALL BE OF THE
FOLLOWNGSIEPS:
15L FOUNLTATION 7RENC7•L WITH SECURED REINFORCING STE&
GENERAL NOTES:
2nd. BLOW WALL, WHH REINFORCING STEEL 8970REGROVE
3Ld. MID -HEIGHT GROUTING FOR WALLS OVER 4'FRGH.
1. ALL M4TERL9LS, PRODUCTS, WORXMENSHIP, TESTING AND
4M GROUTED WALL AND DRAINAGESMEM.
INSPECTION SHALL COMPLYWI7H 7NE2013 CBC;-
SM. 9400=7LL AND FINAL
2 ALL F0077NGS SHALL BE POURED ON UNDISTURBED NATURAL
11. OMIT HEAD Mlk7SAT FIRST COURSEAT EVERY32" 0/C WITH
GROUND OR ON UNDISTURBED ENGINEERED FILL
1 LV. FT. OF S/ ' GRAVEL FOR WEEPHOLE WHEN THE WALL IS
LESS THAN 3' F; IGH.
3. WALL SHALL BE LAID 7RUEAND PLUMB, ANDALL CE7.LS
SHALL BE GROUTED SOLID.
12. PROVIDE 4'e SDR 35 PERFORATED PIPE WITH AMURATIONS
DOWNAT 196 MIN. SLOPE WWI M OFAW GRAVEL
4. ALL SPE ES SHALL BE 46 BAR DIAMETERS.
MAPPED WITH MIRAFI140N FRIER FABRIC OR EQUAL &100
DRAINAGESYSTEM SHALL HAVE TEECONNECTIONAND NON -
5. ALL VERTICAL AND HORIZONTAL BARS SHALL BE TIED
PERFORATED 2"B OUTLET PIAEAT EVERY IO'O/CTHROUGH
TOGE7MLR.
THE WALL AT 2 % SLOPIEASOVE THE F7NLSHED SURFACE.
6. DO NOT USE HEAVYCOMPACT70NEQUIPMENTAOTACENT TO
THE WALL THE CONTRACTOR' SHALL BE RESPONSIBLE. FOR
ANY DAMAGES TV THE WALL RESULTING FROM INAPPROPRIATE
COMPAC77ON TE(MQUESAND EQUIPMENTS
Z THE RETAPONG WALLS SHALL NOT BE840MLLED UNTIL AT
I
LEAST 14 DAYS - UNLESS PROPER SHORING IS PROVIDED
CONMOL JONr
BLM WALL WI RE7NFORaNG
PER DETAILS
04 HORZ CONT. 0 TOP AS RMJNM -
FROME24' MLN. W MD MUNTALN3"
C1EAR FROM SOIL
• •Q' •gyp. � .� � � �
0. •D 2
9.
0 0
Fimcp I 1
7 v !'�_ $ 'J
3" F4 HORZ CONT O BOTTOM - PROVIDE24'
MLN. WAND MAINTAIN 3' CLEAR FROM
SOIL.
NATURAL SOIL OR_�.
CONPACTED FILL I'-0'
FOOTING STEP DETAIL y o
W:_
a ~ C31925 L7
Exp. 12-31-2014
TF ale.-
OF
�OF CP:)JF
Use menu Item Settings N, Printing & Title Block Title 2'0" retain w 6' wall 110 85c wind Page:
to set these five lines of information Job # ...New... Dsdnr: Date: 18 SEP •2014
for your program. Description....
This Wall in File: c:\users\tmallis\documents\retainpro 16 project files\pga!west tr 36537 signature
ReWnPro 10 (c):1987 2014, Sulld 10.14.8.13`
(-IceiiseKKW-0fo5@@4�9 Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,AC1 530-11
LIcehse To ORCO BLOCK COMPANY, INC.
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 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
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
Soil Data -j
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 40.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Sol[ Density, Heel
= 115.00 pcf
Soil Density, Toe
= 115.00 pcf
FootingIiSoil Friction
= 0.350
Soil height to ignore
has been Increased
for passive pressure
= 12.00 In
Lateral Load Applied to Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 It
...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
L
F•
Adjacent. Footing. Load
Top
Adjacent Footing Load
0:0 Ib"s
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
Dead Load
1.400
Stem OK
Stem OK
Design Height Above Ftc
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
Load Factors
Building Code
CBC 2013,ACI
Dead Load
1.400
Live Load
1.700
Earth, H
2.200
Wind, W
1.300-
.300-Seismic,
Seismic,E
1.000
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
psi =
psi
Use menu Item Settings Printing & Title Block Title 2'01; 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:lusersltmallis\docurnentslrotainpro.l.0,project:le5lpga west tr.36537:signature
RetainPro 10,(1)`;1987 2014; Bulldf10.14:8 13
Icensa KKW 0g05g4 1 Cantilevered Retaining Wall Design ',ode: CBC 2013,AC1 318-11,AC1 530-11
License To .QRCS BLOCK C:QMPANY, INC.
Footing Dimensions & Strengths
Toe Width =
0.00 ft
Heel Width _
2.50 .
Total Footing Width =
2.50
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
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Footing Design Results
.........................
Force
Toe
Heel
Factored Pressure = 2,453
0 psf
Mu': Upward = 0
125 ft-#
Mu': Downward = 0
1,064 ft-#
Mu: Design = 0
939 ft-#
Actual 1 -Way Shear = 0.00
5.86 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
Force Distance Moment
lbs ft ft=#
180.0 1.00 180.0
96.0 6.00 576.0
Total 276.0 O.T.M. 756.0
Resisting/Overturning Ratio = . 1.67
Vertical Loads used for Soil Pressure = 1,246.7 lbs
1 y
1
.........................
Force
Distance
Moment
lbs
ft
ft-#
Soil Over Heel -
421.7
1.58
667.6
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) =
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.
Use menu item Settings � Printing & Title Block Tile 2'8" retain W 6' wall 110 85c wind Page:
to set these five lines of information Job # ...New... Osgnr: Date: '18 SEP 2014
for your program. Description....
This Wall in File: c:\users\tmaIlis\documents\retainpro 10 project files\pga west tr 36537 signature
Poense: W-00541
8 �utc) ioot-�»
��», ou��� 1U. 1-4.0. Cantilevered Retaining Wall Design :ode: CBC 2013,AC1 318-11,AC1 530-11
IcenKK
License To : R BLOCK COMPANY, INC.
Criteria
1,938 psf OK
Retained Height =
2.67 ft
Wall height above soil =
6.00 it
Slope Behind Wall =
0.00 : 1
Height of Soll over Toe =
6.00 in
Water height over heel =
0.0 ft
Siu rcharge Loads
1,938 psf OK
Surcharge Over Heel =
O,O 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
Lateral Sliding Force =
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
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
FootingliSoll 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 Wit
...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
Mimi
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
Poisson's Ratio =
0,300
Stem'Construction Top stem 2nd
Stem OK Stem OK
Design Height Above FtC 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
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
LAP SPLICE IF BELOW in = 24.00
HOOK EMBED INTO FTG in = 6.00
Masonry Data
Hook embedment reduced by stress ratio
-
fm psi= 1,500 1,500
Fs psi= 32,000 32,000 )
Solid Grouting No Yes 1
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 • �y54
Masonry Design Method = ASD �r?fl� -��;. kt
rte. `y„ , t� ,f.•
Concrete Data ,, i/
FY psi J•\'J^r�
CF. 014
GYM,
Use menu ltem.Settings'a Printing & Title Block
to set these five lines of Information
.for your program.
Title 2'8" retain w.6' wall 110 85c wind I 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
RetalnPro-10 (c)1987-2014, Build 10:14.8:13
(cense: KKW-0gQ5q4p1
License COMPANY,
Cantilevered Retaining Wall Design
:ode: CBC 2013,ACI 318-11,ACI 530-11
To : O,RCO BLOCK INC.
Force Distance . Moment
Footing Dimensions.& Strengths
Footing -Design Results
Item lbs ft ft-#
Toe Width = o:oVft
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-#
Surcharge Over Heel =
Mu: Design = 0
1,292 ft-#
Key Width = 0.00 In
Actual 1 -Way Shear = 0.00
6.07 psi
Key Depth = 0.00 in
Allow 1 -Way Shear = 0.00
75.00 psi
Key Distance from Toe = 2.75 ft
Toe Reinforcing = None Spec'd
Load @ Stem Above Sol[ = 96.0 6.67 640.3
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
Surcharge Over Toe =
Cover @ Top 2.00 @ Btm. 3.00 In
Total ' 365.4 O.T.M. 969.9
Stem Weight(s) =
Toe: Not req'd, Mu < S ` Fr
145.3
Heel: Not req'd, Mu < S ` Fr
Key: No key defined
Footing Weighl =
.Summa; of Overturnirr .& Resisting Forces &:Moments .
..... OYrzRTURPIING:::..
-
.....RESISTING.....
Force Distance . Moment
Force Distance
Moment
Item lbs ft ft-#
lbs ft
ft-#
Heel Active Pressure = 269.4 1.22 329.5
Soil Over Heel =
639.7 1.71
1,092.8
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 Sol[ = 96.0 6.67 640.3
' Axial Live Load on Stem =
_
Soil Over Toe =
Surcharge Over Toe =
Total ' 365.4 O.T.M. 969.9
Stem Weight(s) =
506.3 0.29
145.3
Earth @ Stem Transitions=
_ -
Footing Weighl =
412.5 1.38
567.2
Resisting/Overturning Ratio = 1.86
Key Weight • =
2.75
Vertical Loads used for Soil Pressure = 1,558.5 lbs
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 ca(culat[on.
Use menu !:tern Settings >.Printing & Title Block Title 3'4'1 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 signature
Re%InPro 10 (c):1987.2014, .Bulld ,10:14.0:13
Llcerise : ( W ogoR9481gLOGK COMPANY: INC. Cantilevered Retaining Wall Design %ode: CBC 2013,ACI 318-11,AC1 530-11
License o
Criteria
1,964 psf OK
[Soil Data
0 psf OK
Retained Height =
. 3.33 ft
Allow Soil Bearing
= 2,500.0 psf
Wall height above soil =
6.00 ft
Equivalent Fluid Pressure Method
Heel Active Pressure - 40.0 psf/ft
Slope Behind Wall =
0.00 : 1
AdjacenCFooling.Load_ =
=
Height of Soil over Toe =
6.00 In
Passive Pressure
= 150.0 psf/ft
Water height over heel =
0.0 ft
Soil Density, Heel
= 115.00 pcf
0.00 in
Used for Sliding & Overturning
Soil Density, Toe
= 115.00 pcf
Wall to Fig CL Dist =
0.00 ft
FootingllSoll Friction
= 0.350
Footing Type
Line Load
Soil height to ignore
2.9
by a factor of
Base Above/Below Soil
for passive pressure
= 12.00 in
Total Bearing Load - 7.,905 lbs
...resultant ecc. - 10.24 In
Soil Pressure @ Toe =
1,964 psf OK
( Lateral Load Applied to Stem
0 psf OK
Allowable=
2,500 psf
Surcharge. Loads .--
ACI Factored @ Toe =
2,357 psf
Adjacent Footing Load,
Surcharge QverHeel =
9
0.0 psf
-
Lateral Load - 0.0 #/ft
AdjacenCFooling.Load_ =
0.0 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
Added Force Req'd =
The above lateral load
Wall to Fig CL Dist =
0.00 ft
Axial Load Applied to Stem
has been Increased 1.00
Footing Type
Line Load
-
2.9
by a factor of
Base Above/Below Soil
psi=
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
In=
Polsson's Ratio
0.300
Axial Load Eccentricity =
0.0 In
24.00
36.00
LAP SPLICE IF BELOW
Design Summaty
24.00
I'Stem Construction A Top
Stem 2nd
In =
7.32
Hook embedment reduced by stress ratio
Stem OK Stem OK
Wall Stability Ratios
Design Helght Above Ftg ft=
3.33 0.00
1,500
Overturning =
1.99 OK
Wall Material Above "Ht" _
Masonry Masonry
32,000
Sliding =
1.61 OK
Thickness
6.00 8.00
Total Bearing Load - 7.,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
CBC 2013,ACI
Dead Load
1.400
Live Load
1.700
Earth, H
2.200
Wind, W
1,300
Seismic, E
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
0.672
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
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 Title 3'4" retain w 6' wall 110 85c wind Page:
to set these flvd lines of information Job # ....New- Dsgnr: Date: 18 SEP 2014
for your program. Description....
Summary of Overturning: & Resisting. Forces & Moments
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
i
Force bistance Moment
lbs ft ft-#
375.0 , 1.44 541.2
96.0 7.33 703.7
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
01stance.
This Wall in File: c:\users\tmallis\documents\retaInpro
10 project:files\pga west tr 36537 signature
•ibs,
RetulnP,ro 10 (c)198T 2014; Build 1.014 8:'13
ft_
Soil Over Heel =
Icense: d 0588p
�Icense BLOCKCOMPANY,
Cantilevered Retaining Wall Design :ode: CBC 2013,ACi 318-11,ACI 530-11
o -.ORCO INC.
Sloped Soil Over Heel =
.Footing Dimensions &.Strengths
Foating,Design Results
Surcharge Over Heel =
Toe Width - 040 ft
Toe
Heel
Heel Width = 3.b0
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
Toe Reinforcing • = None Spec'd
Stem Weights) ' _
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = None Spec'd
163.7
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spec'd
Min. As % = 0.0018
Cover @ Top 2.00 @ Btm. 3.00 in
Other Acceptable Sizes &Spacings
450.0
1.50
Toe: Not req'd, Mu < S ` Fr
Key Weight =
Heel: Not req'd, Mu < S ` Fr
Vert. Component =
Key: No key defined
Summary of Overturning: & Resisting. Forces & Moments
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
i
Force bistance Moment
lbs ft ft-#
375.0 , 1.44 541.2
96.0 7.33 703.7
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
01stance.
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 Weights) ' _
. 561.7
0.29
163.7
Earth @ Stem Transitions=
Footing Weighl =
450.0
1.50
675.0
Key Weight =
2.75
Vert. Component =
Total =
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.
This Wall in File: c:\users\tmallis\documents\retainpro 10
Title , 4'0" retain w 6' wall 110 85c wind Page:
Job # ...New... Dsgnr: Date: 18 SEP 2014
Description....
tr36537 signature
icenge: w=o s44�, Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,ACI 530-11
License o;:.UK '' BLOCK COMPANY.. -INC.
Criteria
1,993 psf OK
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
S6rcharg6 Over H661 =
0.0 psf
Used T .'Reslst Sliding 8 Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding 8 Overturning
ACI Factored @ Toe =
Axial Load Applledlo 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
Lateral Sliding Force . =
Overturning =
2.15 OK
Sliding =
1.67 OK
Total Bearing Load = 2,344 lbs
...resultant ecc. = 10.09 in
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 -
Building Code
Dead Load
Live Load.
Earth, H
Wind, W
Seismic, E
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
c-
Wind on Exposed Stem = 16.0 psf
:Adjacent >+ooting.Load
Top Stem
Adjacenf Fooling. oad =
0:0 lbs
Footing Width =
0.00 ft
Eccentricity =
0:00 In
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Line Load
c-
Masonry
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
8.00
Rebar Size
Q
# 4
_uu
Rebar Spacing
:Adjacent >+ooting.Load
Top Stem
Adjacenf Fooling. oad =
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
Masonry
=
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 "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
0.575
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=
2.7.5
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'
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 ��, f • , C*'
psi = ; 41.\
C
01,
�t . ; � r/�. ; y,3 •� � rzi
nV1 L"
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:
,lob # ...New... Dsgnr: Date: 18 SEP 2014•
Description....
This Wall In. File: c lusersymall sld6cumenit;Velalnpro A0,1 project flleslpga west tr 36537 signature
RetalftPro 10 (c)'198.7-2014, .8u1Id;10.f4-.8 3
License :�cW 0 pg 401 Cantilevered Retaining Wall Design :ode: CBC 2013,AC1 318-11,ACI 530-11 .
License To +R�O,BLOCK COMPANY,:INC.
Footing Dimensions &.Strengthis
Toe Width =
0.00 ft
Heel Width =
3.25
Total Footing Width =
3.25
Footing Thickness =
12.00 in
Key Width =
12.00 In
Key Depth =
4.00 in
Key Distance from Toe =
2.25 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
Item
Heel Active Pressure =
Surcharge over Heel -
Surcharge Over Toe. _
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Footing.
Toe
Heel
Factored Pressure = 2,391
0 psf
Mu': Upward = 0
1,077 ft4
Mu': Downward = 0
3,229 ft4
Mu: Design = 0
2,152 ft-#
Actual 1 -Way Shear = 0.00
6.68 psi
Allow 1 -Way Shear = 0.00
75.00 psi
Toe Reinforcing = None Spec'd
Surcharge Over Heel =
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Other Acceptable Sizes & Spacings
Axial Dead Load on Stem =
Toe: Not req'd, Mu < S " Fr
Heel: Not req'd, Mu < S ` Fr
Key: Not Req'd = Mu<S"Fr
Soil Over Toe =
.....OVERTURNING.....
..RESISTING.....
Force Distance
Moment
Ib6 ft
ft_#
500.0 1.67
833.3
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
..RESISTING.....
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 Weighl =
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 overturning
resistance, but is included for soil pressure calculation.
l
Use menu item.Settings > Printing & 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\tmallisldocuments\retainpro.10 project files\pga.west tr 36537 signature
RetalnP.•ro'10(c),QQ1��988799.2014; BuIId:1014:8.13
Pcense:Licen To ORC40 BLOGK.COMPANY,,INC- Cantilevered Retaining Wall Design ',ode: CBC 2013,ACI 318-11,AC1 530-11
Criteria
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 psi OK
Surcharge Over Heel =
0:0 pst
Used To Resls( Sliding & Oy.ortuming
Surcharge Over Toe =
0.0 psf
Used for Sliding & Overturning
2,534 psf
Axial Load Applied to Stem `k
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)
Wa)l Stability Ratios
739.0 lbs
Overturning =
2.21 OK
Sliding =
1.63 OK
Total Bearing Load = 2,796 lbs
...resultant ecc. - '10.41 in
Soil Pressure @ Toe =
2,112 psi 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 psi
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
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
Adjacent Footing Load
J Top Stem
Adjacent.Footlng_Loa'd =
�0 O.;Ibs_
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
Masonry
at Back of Wall
0.0 ft
Poisson's Ratio =
0.300
Stem Construction
J Top Stem
2nd
= 21.48 21.48
= 1.000 1.000
.•�':-a.-��-. ; fir.
�,.,::: •••� • p
Stem OK
Stem OK
Design Height Above FtE
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
FY
Psi.
(4 .-�•, �.� Ji `v^ ;`� i� '=.
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'
Short Term Factor
= 21.48 21.48
= 1.000 1.000
.•�':-a.-��-. ; fir.
�,.,::: •••� • p
BuildingCode
CBC 2013,ACI
Equiv. Solid Thick.
in= 3.90 7.60
="� �� :_ •�. - .
Dead Load1.400
Live Load
1..700
Masonry Block Type
Masonry Design Method
= Normal Weight
' = ASD
Earth, H
2.200
Concrete Data
Wind, W
1.300
fc
psi =.
i,
Seismic, E
1.000
FY
Psi.
(4 .-�•, �.� Ji `v^ ;`� i� '=.
Use menu'item Settings > Printing & Title Block Title 6'01 retain w 6' wall 110 85c wind Page:
to set these fivd lines of fnf&mation Job # ...New... Dsgnr: Date: 18 SEP 2014
,for your program. I Description....
This Wall in File: cAusers\tm
10 vroiect files\pqa west tr 36537 s
'ANY; INC. Cantilevered Retaining Wall Design :ode: CBC 2013,AC1 318-11,AC1 530-11
Criteria
2,220 psf OK
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'& Overturning
ACI Factored @ Toe =
Axial Load:A .plled.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;500 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 -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
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
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 It
...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
Top
Adjadent FootingLoad -
0:0'Ibs
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 Wall
Wall Material Above "Ht"
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
psi =
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
psf'--
1,500
1,500
1,500
Fs
psi =
32,000
32,000
32,000
Solid Grouting
=
No
Yes
Yes
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
psf =
psi'=
21.48 - • _
1.000
11.60
I.
4
s.
9.
Use menu Item,Setting?? Printing & Title Block
to set these five lines of Information
3or your program.
Title 6'0'; retain w 6' wall 110 85c wind Page:
Job # ...New... Dsgnr: Date: 18 SEP 2014
Descriptlon....
This Wall in File: c:\users\tmallis\documents\retalnpro 10 project.flles\pga west tr 36537. signature
RetatnPro 10'(c):1987 201.4; 6ulld 10'.1-4-.8.13
rcepse:: Kw o6osggap1
Icensq Kfo O.RCO BLOCK COMPANY;,INC.
Cantilevered Retaining Wall Design 'ode: CBC 2013,AC1 318-11,ACI 530-11
T Footing,Design Results.
Footing Dimensions & Strenghs :_,
Toe Width = 0.00 ft
Toe Heel
Heel Width = _ 4.25
Factored Pressure = 2,664 0 psf
Total Footing Width = 4.25
Mu': Upward = 0 2,948 ft-#
Footing Thickness = 12:00 in
Mu': Downward = 0 7,203 ft-#
2,242.5 2.63
Mu: Design = 0 4,255 ft-#
Key Width = 12.00 in
Actual 1 -Way Shear = 0.00 11.14 psi
Key Depth = 10.00
Allow 1 -Way Shear = 0.00 75.00 psi
ft
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 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: #4@ 9.26 In, #5@ 14.35 In, #6@ 20.37 In, #7@ 27.78 in, #8@ 36.57 in, #90 46
Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 In, #7@ 28.03 in,
S
Item
Heel Active Pressure =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil.=
irning & Resisting. Forces & M
.....OVERTURNING.....
Force Distance Moment
lbs ft ft-#
980.0 2.33 2,286.7
96.0 . 10.00 960.0
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
4
1
;•r a•.r�r •� ,: - . �.Y.. � .,iii ��
S r yy uk
RESISTING...:..
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 Weighl =
637.5 2.13
1,354,7
Key Weight =
125.0 3.75
468.8
Vert. Component =
Total =
4,042.3 lbs R.M.=
8,153.3
• Axial live load NOT included In total displayed or used for
resistance, but is included for soil pressure calculation.
overturning
;•r a•.r�r •� ,: - . �.Y.. � .,iii ��
S r yy uk