HomeMy WebLinkAbout08-1223 (BLCK)P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
68-00001223
Property Address:
47795 DUNE PALMS RD
APN:
600-020-030- -
Application description:
WALL/FENCE
Property Zoning:
REGIONAL COMMERCIAL
Application valuation:
15838
T4t!t 4 4 Q"
Applicant: Architect or Engineer:
LICENSED CONTRACTOR'S DECLARATION
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
I hereby affirm under penalty of perjury that 1 am licensedunder provisions of Chapter 9 (commencing with
Section 7600) of`Division 3 of the BusineasavA&2fsssionals Code, and my License is in full force and effect.
LicerseC ss: .B 120
Date: ��IS V t� Contractor: _
OWNE"UILDER DECLARATION
1 hereby affirm under penalty of perjury that 1'_am exempt from the Contractor's State License Lew for the
following reason (Sec. 7031.6,,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.1of,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 thanfive hundred dollars 18500).:
(_) 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.).
(_) 1 am exempt under Sec. , 8.&P.C. forthis 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 Address:
LQPERMIT
Owner:
COACHELLA VALLEY
45701 MONROE ST
INDIO, CA 92201
Contractor:
BROWN CONSTRUCTIC
PO BOX 980700
WEST SARAMENTO, C
(916)373-93,00
Lia. No.: 396120
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 8/07/08
WORKER'S COMPENSATION DECLARATION
I herebyaffirm under penelty.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 the1abor Code; for the performance of the work for'which this permit is
issued.
J,; (have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
T� Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier ZURICH' AMERICAN Policy Number WC596614800
_ I certify that, in the performance of thwwork.forwhich this permit is:issued, I shall not employ any
person In any manner -so as to become subject to the Workers' compensation,liWs of California,
and agree that, if 1 should become subject to the workers' `compensation provisions,of Section
3700 of the I hwith co T 6 yrr.
Date:Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN'EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS (8100,000). 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 Director of Building and Safety for a permit subject to the
conditions and restrictions set forth on this application.
1. Each person upon whose behalf this appiication'Is made, each personat whose request and for
whose:benefivwork.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 Le Quints, 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 H work is not commenced
within 180 days from'datwof issuance of such permit; or dation of work for 180 days will subject
permit to cancellation:
I certify that 1 have read this application and, state that the above information.is correct. Lagree.to comply with all
city and county ordinances and state laws relating to I ' uctlon, and resentatives
of this o my to,enter upon the above -men forins purp
Data:
1 Signature (Applicant or Age fl:
Application Number . . . . . 08-00001223
Permit . . . WALL/FENCE PERMIT
Additional desc .
Permit Fee . . . . 171.00 Plan Check
Fee
00
Issue Date . . . . Valuation
. . .
. 15838
Expiration Date . . 1/17/0.9
Qty Unit 'Charge Per
Extension
BASE FEE
45.00
14.00 9.0000 THOU BLDG 2,001-25,000
126.00
----------------------------- --------------------------------------------
- ------------------------------------------------------------------------
Special Notes and Comments
Special
340 IN FT X 6 FT HT TRASH ENCLOSURE; 140
LN FT X 6 FT HT ON SITE GARDEN WALL; 92
LN FT X:5 FT HT POOL & DAY CARE GARDEN
WALLS; 241 LN FT X 5 FT HT WROUGHT IRON
GARDEN WALL PER APPROVED PLANS/ .PER JJ
Fee summary Charged Paid. Credited
Due
Permit Fee Total 171.00 .00
.00
171.00
Plan Check Total .00 .00
.00
.00
Grand Total 171.00 .00
.00
171.00
LQPERMrr
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Bullding ar Safety Divlsion
P.O. Box I 5O4, 78-495 Calle Tamplco
La Quinu, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
City of La Quinta
Qwner'sName: C61I,( +lE1-1j Vrttrt"V ttOtnrf..la 6dUProject Addrcss: f1-149 t-rJNt ?AtAlFo&D
/.. P. Number;b+q-om-0b+Address: 4fr-lOt t46l?oE-S[.. -StryfT'- A
Lcgal Desqiption: GEq1AN :ffqvt,r.,_qq 6 Ssr,t.t+l, BA lrqF
I
I City, ST, Zip: lNnD . fA qTDl
Tclcphone: 1bO. U44.}/61 "J . .t !.i- "r '/' le. i.i . ,. -i . €. ,,:; ., i ,il
., ,. ' ,:i. .,i ..1 i .. ..., I:.J-.ir,'-r!, .,t? l:-,.:*r.rilJ.r --.contractor, Bpswg CDNKTF JTfl DN. lrtc.
Ertrcl
Projcct Dcscnption' LOW €ZA pge H WftU_( e,.,,p--l4.,q F NTEBPPTsE B-rlp./tddrcss:
[nrfr"ft - trAMtLY fifrtRrMErdT -ltbu6tN&city, sr, zip:[r{W €tvlpf UB$I-O .(A AAml
i;.::l.:':. 1'.., ")
t[ 'riL
.TVre *Er&ttT
Irf,rcrcphonc: (qii|r\A\'MO
City Ltc. l:sutelic.#; 71 bl2J)Gqt$.lgl EhJCu65t 9rg C*lt^
"+gArch., Engr., Dcsigner: [Nfg b+To{-.s!te E{8DEN G",lrt l+o
Address: nq g. C(Vla 0R , SUTTE tD qL E.FT
@u { o'tv ai&E ,
cMu aa*eDeh.l hr*Ill.
Jfi{TAV r t- _t 6FfTiTLF
wpoue*r ]f p ET139EN zrt tciry,srri,-'p' ?Alj/t QAF^C , & 4
rerephone: ?kD ALb.ffiqO construcrion rrR.'ffig G*{Eg[ o*uFercy: ir={" s}ts6r
Statc Lic, #: c,lw?+Project type (circlc one): fQ Add'n Alter Rcpair Dcmo
Sq. FL:#i TfiIE<r{FEf -. (EE Tirt.G,f, Storles: €Hgg,TNamc of Contact Pcron:B,Pr*s ?euu cvE *fl lJnits: Zl8
t*r-,,71p' *l-A5-+/lTelephonc # o[Contact Esttmatcd Valuc of Projcct:4l44to
APPLICANT; DO NOT WRITE BELOW THIS tlHE
Submitlc!Rtq'd Rte'dfl Tndagp6 PERMITFDES
Plrn Scts Plrn Chcck rubmit!9il-..-------- \Itenr Amount
Strnctuml Crlcr.Rcvlewcd.for corroctiorr I lr Plan Chcck Depollt
Truss Crlcs-I t)Crllsd Contrct ,br""-/Fhn Chcck Brtnnrr
Enrgy Crlcs.Phns pickcd up CohEtructior
Flood plrin phn Plrns rcsuhmihcd _\-1 t Il,lechrnlcsl
Grrding phn 2t Revitw, rtrdlr for eorrcc tSut Ehctrlcnl
Subcontrctor L.lr{crttcd contrct peruon V )ItFr Plumhing
Grrnt Dttd Phot pickcd up /s.M.r.
H-O.A. Apprsvll Phns r$ubmltttd /Grrding
lN HOUSB:.r'd Rcvicw. rcrdy for correctio I)cvelopcr Impnct Fee
Phnning Approvrl Callcd Contrct Pcreon I A.l-P.P.
fiiPuh- WEr. Appr Drtc of pcrmit issrrc trq
$chool Fccs v.
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Totrl Permlt Fces
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CITY OF LA QUINTA
PLAN CHECK CORRECTION LIST
Reuel Young
(760) 323-4990
July 10, 2008
PLAN CHECK NO.: 08-970 SECOND/FINAL CHECK
ADDRESS: 47-795 Dune Palms Road OCCUPANCY: U
SCOPE OF WORK: On -site Garden Wall TYPE-OF-CONST. : VB
( Structural Review Only )
The submitted plans and specifications have been reviewed by the VCA Coon Gnoup. In our professional
opinion the plans are in substantial conformance with the building codes and regulations adopted by the
CITY OF LA QUINTA and the State of California Amendment.
APPROVAL FOR A BT]ILDING PERMIT IS HEREBY RECOMMEI\DED SUBJECT TO
OBTAINING APPROVALS/CLEARANCES FROM ALL APPLICABLE CITY
DEPARTMENTS, AGENCTES, AND ASSOCTATIONS.
Plans checked by:
Lam, Nguyen, P.E.
VCA Conr Gnoup
2200 W Orangewood Ave, Ste 155
Orange, CA 92868
(714) 363-4700 ext.VCA File No. LQ-20949
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Title : 5?'high wallSSc wind
Job # : ...New... Dsgnr: tsm
Description....
5'4" high wall w 85c wind
Page: _Date: .lUff Ze"eOOg
Retain Pro 20O7 , lGApr-2008, (c) 1
This Wall in File: C
Cantilevered Retaining Wall Design
Files\RP2007\new walls 2007 cb
Code: CBC 2007for latest release
20a7013
Criteria Soil Data Footi Dimensions & Strengths
Retained Height =
Wall height above soil =
Slope Behind Wall =
Height of Soilover Toe =
Water height over heel =
AxialDead Load =
Axial Live Load =
Axial Load Eccentricity =
Total Bearing Load
...resultant ecc.
Allor Soil Bearing = 2,000.0 psf
Equivalent Fluid Pressure Method
HeelActive Pressure = 45.0 psf/ft
Toe Active Pressure = 45.0 psf/ft
Passive Pressure = 150.0 psf/ft
Soil Density, HeeJ = 115.00 pcf
Soil Density, Toe 1 15.00 pcf
FmtingllSoit Friction = O.30O
Soil height to ignore
for passive pressure = 0.00 in
Wind on Stem = 13.8 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overtuming Resistance
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overtuming
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
0.33 ft
5.00 ft
0.00: 1
3.00 in
0.0 ft
Toe Width
HeelWidth
Total Footing Width
Footing Thickness
KeyWidth
Key Depth
Key Distance from Toe
= 0.63 fi
= 1.13
= 1.75
= t 2.00 in
0.00 in
0.00 in
0.00 ft
Fy = 60,000 psi
= 150.00 pcf
= 0.0000
@ Btm.= 3.00 in
fc = 2,500
Footing Concrete
Min. As 06
Cover @Top =
psi
Density
3.00 in
nt Footing Load
Lateral Load
...Height t0 Top
...Helght to Bottom
Design Data
Masonry Data
0.0 #/fr
0.00 ft
0.00 ft
ft=
=
=
Footing Width
Eccentricity
Wallto Ftg CL Dist
Footing Type
Base AbovelBelow Soil
at Back of Wall
Poisson's Ratio
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.000
0.0lbs
0.0lbs
0.0 in
"Design Summary
WallStability Ratios
Overturning
Sllding
Design Height Above Ftg
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
1.87 0K
3.87 0K
Stem
Slem OK
0.00
Masonry
6.00#4
40.00
Center
559 lbs
5.50 in
Soil Pressure @ Toe = $94 psf
Soil Pressure@Heel = 0psf
Allowable = 2,000 prsf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,055 psf
ACI Factored@Heel = 0psf
Footing Shear @ Toe = 3.5 psi
Footing Shear @ Heel = 1.5 psi
Allowable = 75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 73.6lhs
less 100% Passive Force = - 117.2lbs
less 100% Friction Force = - 167.6|bs
Added Force Req'd = Q.0 lbs
....for 1.5: 1 Stability = 0.0 lbs
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
fb/FB + falFa =
Total Force @ Section lbs =
Moment....Actual ft# =
Moment.....Alls\ilable =
Shear.....Actual psi=
Shear.....Allowable psi=
WallWeigh[ =
Rebar Depth 'd' in =
LAP SPLICE lF ABOVE in =
LAP SPLICE lF BELOW in =
HOOK EMBED INTO FTG in =
OK
OK
OK
OK
OK
OK
0.703
70.0
195.4
274.1
2.9
25.8
46.0
2.75
24.79
8.40
cBc 2007
1.m
1.600
1.600
1.300
l.OOO
fm
Fs
Solid Grouting
Use FullStresses
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
psi= 1,500psi= 24,0W
=No=No= 21-#
= 1.330
in = 3.80
= NormalWeight
= ASD
Psi =
Psi =
Surcharge Loads Lateral Load Applied to Stem
Axial Load lied to Stem
Stem Construction
Exp.1213112008
1cE3 925
#: RP-l
To specify your own
. specialtitle block here,r use the "Settings" screen
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Title : 6'4'high wallS6c wind
Job # : ...New... Dsgnr: tsm
Description,...
5'.f* high wall w 85c wind
Page: _Date: .lUN Ze"ZOOg
Retain Pro , 16-Apr-2008, (c) 1
www. reta i npro.com/support
Resistration # : RP-1167735
Cantilevered Retaining Wall Designfor latest release
2007013
This Wall in File: C Files\RP2O07\new walls 2007 cb
Code: CBC 2007
Footing Design Results
Factored Pressure
Mu':Upward
Mu':Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Toe
= 1,055= z'37
=60= 17i7
= 3.46= 75.00
= None Spec'd
= None Spec'd
= None Spec'd
Heel
0 psf
2ft+
73 ft4
70 ft+
1.46 psi
75.00 psi Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: No key defined
Summary of Overturning & Resisting Forces & Moments
Item
.....ovERTURNtNG.....Force Distance Momentlbs ft ft+
Force"
lbs
.REStSTrNG.....
Distance
ft
Mornent
ft+
HeelActive Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
39.8
-35.2
0.4
o.42
17.6
-14.6
23.7
18.0
245.2
262.5
9.2
1.4
0.00
0.31
0.88
0.88
1.75
34.1
5.6
214.5
229.7
16,0
SoilOver Heel =
Sloped SoilOver Heel =
Surcharge Over Heel =
Adiacent Footirq Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =Stem Weight(s) =
Earth @ Stem Transitions -
Footing Weight =KeyWeight =Vert. Component
69.0 3.83 264.3
Tota! = 73.6 O.T.M. = %7.3
ResistinglOverturning Ratio = 1.87
Vertical Loads used for Soil Pressure = 558.5 lbs
Vertical component of active pressure used for soil pressure
Total =558.5 lbs R.M.=500.0
DESIGNER NOTES
c?VIL
1cE3 925
Exp.2/3 /20a8
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infonnation.
Title : 74'high soild 8'cmu for.24w Page:_
Job # : ...New... Dsgnr: tsm Date: JUN 26,2008
Description....
7'4'high wallS cmu for.2tlw seismic or 85 mph wind
This Wall in File: C:\Program Files\RP2007\new watls 2007 cb
Retain Pro 2007, 16-Apr-2008, (c) 198$2008
for latest release
2007013
Cantilevered Retaining Wall Design Code: CBC 2007
Criteria Soil Data Footing Dimensions & Stre
Allow Soil Bearing = 2,gp0.0 psf
Equivalent Fluid Pressure Method
HeelActive Pressure = 45.0 psf/ft
Toe Active Pressure = 45.0 psf/ft
Passive Pressure = '150.0 psf/ft
Soil Density, Heel = 115.@ pcf
Soil Density, Toe 115.00 pcf
FootingtlSoilFriction = O.30O
Soil height to ignore
for passive pressure = 0.00 in
Toe Width
HeelWidth
Total Footing Width
Footing Thickness
KeyWidth
Key Depth
Key Distance from Toe
fc = 2,500 psi
Footing Concrete Density
Min. As %
Cover@Top = 3.00in
Wind on Stem 19.2 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overtuming Resistance.
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overtuming
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
AxialDead Load =
Axial Live Load =
Axial Load Eccentricity =
WallStability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
0.33 ft
7.00 ft
0.00: 1
3.00 in
0.0 n
Fy
0.79 ft
1.6
2.25
12.00 in
0.00 in
0.00 in
0.00 ft
60,000 psi
150.00 pcf
0.0000
@ Btm.= 3.00 in
Adiacent Footing Load
Lateral Load
...Height to Top
...Height to Bottom
Design Data
Masonry Data
0.0 #/ft
0.00 ft
0.00 ft
ft=
=
=
Footing Width
Eccentricity
Wallto Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
0.00 fr
0.00 in
0.00 ft
Line Load
0.0 ft
0.000
0.0lbs
0.0lbs
0.0 in
1 ,015 lbs
7.52 in
1.77 0K
3.03 0K
Soil Pressure @ Toe = {,360 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,000 psf
Design Height Above Ftg
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Top Stem
Slem OK
0.00
Masonry
8.00#4
24.@
Center
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 't,617 psf
ACI Factored@Heel = 0psf
Footing Shear @ Toe = 1.5 psi
Footing Shear @ Heel = 1.9 psi
Allowable = 75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 139.0 tbs
less 1000,6 Passive Force = r 1 17.2 lbs
less 100% Friction Force = - 30/1.5 lbs
Added Force Req'd = Q.0 lbs
....for 1.5 : I Stability = 0.0 lbs
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
fb/FB + falFa =
Total Force @ Section lbs =
Moment....Actual ft# =
Moment.....Allourable =
Shear.....Actual psi=
Shear.....Allowable psi=
WallWeigh[ =
Rebar Depth 'd in =
LAP SPLICE lF ABOVE in =
l-AP SPLICE lF BELOW in =
HOOK EMBED INTO FTG in =
0.921
135.4
514.9
559.0
2.9
25.8
84.0
3.75
24.79
OK
OK
OK
OK
8.40
cBC 2007
1.m
1.600
1.600
1.300
1.000
fm
Fs
Solid Grouting
Use FullStresses
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
1,500
24,@0
Yes
No
21.8
1.330
7.60
NormalWeight
ASD
Psi =
Psi =
=
=
in=
=
Psi =
Psi =
Lateral Load Applied to StemSurcharge Loads
Axial Load Applied to Stem
n Summ*Desi Stem Construction
Exp.tzlgt/zool
cE31925
www.retainpro.comlsu pport
Reoistration # : RP-1167735
To specify your own
. specialtitle block here,. us€ the "Settings- scleen
and enter your title block
information.
Title : 7'4" high soild 8'cmu tor .24w Page:_
Job # : ...New... Dsgnr: tsm Date: JUN 26,2008
Description....
7'.0" high wall S cmu for.24w seismic or 85 mph wind
Pro 2007 , 16-Apr-2008, (c) 19892008
This Wall in File:Files\RP2007\new walls 2007 cb
Code: CBC 2007for latest release Cantilevered Retaining Wall Design
2007013
Footin Desi n Results
Factored Pressure
Mu': Upward
Mu': Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Toe
= 1,617
= 583
=98
= 485
= 7.47
= 75.00
= None Spec'd
= None Spec'd
= None Spec'd
Heel
0 psf
1ft#
11s ft+
114ft#
1.89 psi
75.00 psi Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S' Fr
Heel: Not req'd, Mu < S * Fr
Key: No key defined
Summa of Overturnin & Resistin Forces & Moments
Item
.....ovERTURNtNG.....Force Distance Momentlbs ft ft4
.....REStSTtNG.....Force Distancelbs ft
Moment
ft4
HeelActive Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =134.4 4.83
39.8
-35.2
o.4
0.42
17.6
-14.6
649.2
30.0
22.8
615.7
337.4
9.2
1.85
0.00
0.40
1.12
1.12
2.25
5s.7
9.0
692.5
379.5
20.6
SoilOver Heel =
Sloped SoilOver Heel =
Surcharge Over Heel =
Adiacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions -
Footing Weigtrt =KeyWeight =Vert. Component =
Total = 139.0 O.T.M. = 652.1
Resistingloverturning Ratio = 117
Vertical Loads used for Soil Pressure = 1,015.1 lbs
Verticalcomponent of active pressure used for soil pressure
Total= 1,015.1 lbs RM.=1,157.2
DESIGNER NOTES
Exp. 12131l1oo}
S.
L
cE31925
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information.
Title ' 6'high 24'sq pilaster.24w
Job # : ...New... Dsgnr: tsm Date:
Description....
6'{' high 24' sq. pilaster wl .24w seismic
Page: _
JUN 27,2008
This Wall in File: C:\Program Files\RP2007\new walls 2007 cb
Retain Pro 2007 , lGApr-2008, (c) 1989-2008
www.retalnpro.com/s Cantilevered Retaining Wall Designupport
r67735
for latest release
2007013
Code: CBC 2007
Reqistration # :RP.l1
Criteria Soil Data Footing Dimensions & Stren s
Allow Soil Bearing = 2,0@.0 psf
Equivalent Fluid Pressure Method
HeelActive Pressure = 45.0 psf/ft
Toe Active Pressure = 45.0 psf/ft
Passive Pressure = 150.0 psf/ft
Soil Density, Heel = 115.0O pcf
Soil Density, Toe 115.0O pcf
FmtingllSoit Friction = 0.300
Soil height to ignore
for passive pressure = 0.0O in
Wind on Stem 52.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overtuming Resistance.
Surcharge Over Heel = 9.9 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
Toe Width
HeelWidth
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
0.83 ft
2.17
flc = 2,500
Footing Concrete
Min. As %
Cover@ Top =
3.00
12.00 in
0.00 in
0.00 in
0.00 fr
60,000 psi
150.00 pcf
0.0000
psi
Density
Fy=
3.00in @ Btm.= 3.00 in
Adjacent Footing Load
0 lbsLateral Load
...Height to Top
...Height to Bottom
Elesign Data
Masonry Data
0.0 #/ft
0.00 ft
0.00 ft
Footing Width
Eccentrici$
Wallto Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.000
0.0 tbs
0.0lbs
0.0 in
*Design Summary
WallStability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
Soil Pressure @ Toe = 1,468 psf
Soil Pressure@Heel = 0psf
Allowable = 2,0@ psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,754 psf
ACI Factored@Heel = 0psf
Footing Shear @ Toe = 10.2 psi
Footing Shear @ Heel = 1.4 psi
Allowable = 75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force = 299.5lbs
less 100% Passive Force = - 117.2|bs
less 100% Friction Force = - 573.4 lbs
Added Force Req'd = Q.0 lbs
....for 1.5: 1 Stability = 0.0 lbs
Design Height Above Ftg
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Top Stem
2.35 0K
2.31 0K
,911 lbs
7.59 in
ft=
=
=
Stem OK
0.00
Masonry
16.00#4
8.00
Center
OK
OK
OK
OK
OK
OK
fb/FB + falFa =
Total Force @ Section lbs =
Moment....Actual ft# =
Moment.....Allorable =
Shear.....Actual psi=
Shear.....Allowable psi=
WatlWeighf =
Rebar Depth 'd' in =
LAP SPLICE lF ABOVE in =
LAP SPLICE lF BELOW in =
HOOK EMBED INTO FTG in =
0.170
295.9
933.3
5,485.9
3.2
51,5
232.8
7.75
24.79
8.40
Load Factors
fm
Fs
Solid Grouting
Use FullStresses
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
1,500
24,W
Yes
Yes
21.4
1.330
15.60
NormalWeight
ASD
PSi =
Psi =
=
=
in=
=
Psi =
Psi =
Building Code
Dead Load
Live Load
Eafth, H
Wind, W
Seismic, E
cBC 2007
1.N
1.600
1.600
1.300
1.000
Lateral Load Applied to StemSurcharge Loads
Axial Load lied to Stem
Stem Construction
Exp
H
CEs 925
2/3 1 /2oo1
L
0.33 ft
5.67 ft
0.00: 1
3.00 in
0.0 ft
AxiatDead Load =
Axial Live Load =
Axial Load Eccentricity =
1
To specify your own
. specialtitle block here,. us€the'Settings' screen
and enter your title block
information.
Title ' 6'high 24" sq pilaster.24w
Job # : ...New... Dsgnr: tsm Date:
Description....
6'{" high 24'sq. pilaster wl .24w seismic
Page: _
JUN 27,2008
This Wall in File: C:\Program Files\RP2007\new walls 2007 cb
Retain Pro 2007 , 16-Apr-2008, (c) 1989-2008
www.retainpro.com/support for latest release
Registration#: RP-1167735 2OO7O13
Cantilevered Retaining Wall Design Code: CBC 2007
Footing Design Results
Factored Pressure
Mu': Upward
Mu': Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Toe
= 1,7U
= 1 ,016
= 146
= 870
= 10.19
= 75.00
= None Spec'd
= None Spec'd
= None Spec'd
Heel
0 psf
51 ft+
166 ft+
115fi+
1.36 psi
75.O0 psi Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: No key defined
Summary of Overturning & Resisting Forces & Moments
Item
.....OVERTURNING.....Force Distance Moment
lbs ft ft+
.....RESISTING
Force---'-
-- - Diliin-i'J'lbs ft
Moment
ft+
HeelActive Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =294.8 4.17 1,28.O
Soil Over Heel =
Sloped SoilOver Heel =
Surcharge Over Heel =
Adiacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions -
Footing Weight =
Key Weight =Vert. Component
=
Total = 299.5 O.T.M. = 1,2.31.0
ResistinglOverturning Ratio = 2.35
Vertical Loads used for Soil Pressure = 1,911.4 lbs
Vertical component of active pressure used for soil pressure
39.8
€5.2
0.4
0.42
17.6
-14.6
31.6
24.0
1,396.5
450.1
9.2
2.s8
0.00
0.42
1.50
1.50
3.00
81.7
10.0
2,095.2
675.3
27.5
Total = 1,911.4 lbs R.M.=2,889.8
DESIGNER NOTES
cE3 925
Exp.2/s /2008
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[.
TTMOTHY S. MALLIS CIVIL ENGINEER
oRco BLocK tNc.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(e51) 68s-1s21
Title:
Dsgnr:
Description
Scope
Job #
Date: 3:20PM, 12 DEC 07
Criteria
Rrv: 5103{X)
User: l(VV{603522. Ver 5.1.3, Z2-JuF.1999, Win32
(cl 196'99 ENERCALC Cantilevered Retaining Wall Desigfl cjdocumenrs and
Page 1
Description DUNE PALMS 2'-0' RETAINING W LEVEL BACKFILL
Soil Data
Retained Height =
Wall height above soil =
Slope Behind Wall =
Height of Soil over Toe =
SoilDensi$ =
Wind on Stem
TotalBearing Load
...resultant ecc.
2.00 fr
o.oo ft
0.00: 1
3.00 in
115.0O pcf
0.0 psf
Allow Soil Bearing = 2,00O.0 psf
Equivalent Fluid Pressure Method
HeelActive Pressure = 35.0
Toe Active Pressure = 0.0
Passive Pressure = 150.0
Water height over heel = 0.0 ft
FootingllSoil Friction = 0.35O
Soil height to ignore
for passive pressure = 0.00 in
fc = 2,500 psi
Min. As %
Toe Width
HeelWidth
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
Cover @ Top = 3.00 in
Fy = 40,000 psi
= 0.0012
= 0.00 ft= 1.50=
-1.5[= 12.00 in
0.00 in
0.00 in
0.00 ft
@ Btm.= 3.00 in
Top Stem
618 lbs
2.42 in
Design height
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
ft=
=
=
Stem OK
0.00
Masonry
8.00#4
32.00
Edge
Soil Pressure @ Toe = 144 Psf OK
SoilPressure @ Heel = 80 Psf OK
Allowable = 2,O0O psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 965 Psf
ACI Factored @ Heel = 104 Psf
Footing Shear @ Toe = Q.0 Psi OK
Footing Shear @ Heel = $.1 psi OK
Allowable = 85.0 psi
WallStability RatiosOverturning = 3.15 OKSliding = 1.12 OK
Sliding Calcs (Vertical Component Used)
LateralSliding Force = 157.5|bs
less 100% passive Force = _ 1 17.2lbs
less 100% Friction Force = - 216.4lbs
Added Force Req'd = Q.0 lbs OK
....for 1.5 : 1 Stability = Q.0 lbs OK
fb/FB + falFa =
Total Force @ Section lbs =
Moment....Actual ft# =
Moment.....Allourable =
Shear.....Actual Psi=
Shear.....Allowable PSi=
Bar Develop ABOVE Ht. in =
Bar Lap/Hook BELOW Ht. in =
WallWeigh[ =
Rebar Depth 'd' in =
Design Data
0.077
70.0
6.7
608.4
1.2
19.4
20.00
6.00
78.0
5.25
Masonry Data
fm
Fs
Solid Grouting
psi
psi
in=
1,500
20,000
Yes
No
25.78
1.000
7.60
Toe
96s
0
0
0
0.00
0.00
None Spec'd
None Spec'd
None Spec'd
Special lnspection
Modular Ratio'n'
Short Term Factor
Equiv. Solid Thick.Factored Pressure
Mu':Upward
Mu': Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
Heel
104 psf
0ft+
0ft+
Masonry Block
Concrete Data
Type = Medium Weight
79 fi4
5.10 psi
85.00 psi
fc Psi =Fy psi =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: No key defined
C
p.
LL]
cc
*
C l\/1L
Footing Strengths & Dirnensions
Desi n Sum Stem Construction
Footing Design Results
Ex
OF e
\:
,.. ,-
i.:,
''i t
' irtutotHy s. MALLts ctvtL ENGTNEER
oRco BLocK tNc.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(ssl) 685-1s21
Title:
Dsgnr:
Description
Scope
Job #
Date: 3:20PM, 12DEC07
Rev: 510300
User: KW-0603522. Ver 5.1.3. 22-Jun-1999, Wn32
(c) 1983-99 ENERCALC
Cantilevered Retaining Wall Desigfl c:\documenrs and se*i
Page 2
Description DUNE PALMS 2-0" RETAINING W LEVEL BACKFILL
Surnm of Overturni & Resistin Forces & Moments
Item
.....OVERTURNINGForce Distance
lbs ft
Mornent
n+
....,REStSTtNG...._Force Distance
IbS ft
Moment
n+
HeelActive Pressure =
Toe Active Pressure =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
SeismicLoa( =
1s7.5 1.00
o.42
157.5 SoilOver Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) =
Earth @ Stem Transitions -
Footing Weight =KeyWeight =
Vert. Cornponent =
191.7 1.08 207.6
0.00
Total = 157.5 O-T.M. =
Resisting/Overturning Ratio = 3-15
Vertical Loads used for Soil Pressure = 618-2 lbs
Verticalcomponent of active Pressure used for soilpressure
157.5 156.0
25.O
45.5
0.33
0.75
1.50
52.0
168.7
68.3
Total =618.2 lbs R.M.=496.6
S
4i,,
cE31 92s ui
Exp. lzl}llzOOB
C
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*-
(',
OF
'rt
a
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