HomeMy WebLinkAbout07-2966 (BLCK) Wall/Fence__V
P.O. BOX 1504 .
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
07 -0000296.6 -
Property Address:
47795 DUNE PALMS RD
APN:
60A-020-0307 -.
Application description:
WALL/FENCE
Property Zoning:
REGIONAL COMMERCIAL
Application valuation:
62800
Applicant: Architect or.Engineer:
LICENSED CONTRACTOR'S DECLARATION
BUILDING
soot s z t+vr
v
1 hereby affirm under penalty of perjury that. ['am licensed under provisions,of 'Chapter,9, (commencing with
Section TOGO) of Division r3 of the Business and'Professionals Code; and'.my License.. is in,full-force and effect:.
License Class: B Li` No.: 396120
Date: th & Contractor:
OWNER=BUILDER: DECLARATION
I hereby affirm under penalty of perjury that I.am exempt from the Contractor's.State License Low -for the
following reason (Sec: 7031.5,,Business and Professions�Code: Any city or county -that requires a permit to
construct, alter, improve, demolish, or repair'anystructure, prior to,its issuance, also requires the.applicant-for'the_
permitsto 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 otthe BusinessandProfessions Code) or
that he•or she, is.exempt therefrom and,the basis for the alleged exemption. Any violation of Section 7031 .5.by
anyapplicant for a permit subjects the applicant to a civil penalty of'not more.than five hundred dollars ($5001.:
1—) 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:orherself through his or he,ownemployees, 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 _ 1 l,, 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 applyto 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.).
y _) I am exempt under Sec. , B.&P:C. for this reason
Date: Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under -penalty of perjurythat:there,is a..construction lending agency for the performance of the
workforwhich this permit is issued ISec. 3097, Civ. C.),
Lender's Name:
Lender's Address:
LQPERMTf
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 1/16/08
Owner:
COACHELLA VALLEY
a45701 MONROE ST
INDIO, CA 92201
HOUSING COALI
1-G
Contractor:
BROWN CONSTRUCTION., INC.
PO BOX 9.8'07'00
WEST'SARAMENTO, CA 957.98
(916)373-930,0
Lic.. No.: 396120
WORKER'S COMPENSATION' DECLARATION
I hereby affirm under penalty of perjury one of the4ollowing'declarations: .
I have and will maintain -.a certificate of consent to:se[Mnsure.for workers' compensation,;as,provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued..
I have and will maintain workers' compensation:insurence, 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 AMER INC Policy.Number 3424:477
_ I certify that, ircthe performance of the work forwhich this permit is,issuad, I shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California;
and agree,that, if I should become .subject .to the workers: compensation provisions,of Section
3700 of!the de�1 a1»4' rthwith cam I w' : hose provisions.
Dater 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 (5100,000). IN ADDITION TO'THE'COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION3708.OF THELABORCODE; 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 application is,made, each person at whose request and for
whose benefit work,is performed under or pursuant,wany..permit issuedas aresult of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless.the City
of La Quint&, its officers, agents and employees for anyact or omission related to the work being
performed under or following issuance of this permit.
2. Anypermit'issued as result of this application becomes null and void if work isnot commenced
within'180 days from date, of,issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
l,certify thatl have read this, applicationandstate that:the above.information.is correct. I agree to comply with all
city and county ordinances andlstate laws relating to b4jWieg•eene ion„ewd-p- uthorize.representatives
,of this county to.enter upon the -above mentio ,Inspection ores.
Date;-_ %1110olt Signature, (Applicant or Agent)- — -
3
Application Number . . . . . 07-00002966
Permit WALL/FENCE PERMIT
Additional desc .
Permit Fee . . . . 473.00 Plan Check
Fee
00
Issue Date . . Valuation
62.800
Expiration Date 7/14/08
Qty Unit Charge Per
Extension
BASE FEE
414.50
13.00 4.5000 THOU BLDG 50,001-100,000
58.50
------------------------------------------------------------------
Special Notes and Comments•
PERIMETER+WELL SITE WALLS [ORCO SPEC]
WALL HEIGHTS SHALL NOT EXCEED APPROVED
SITE DEVELOPMENT REQUIREMENTS. 2001 CBC.
THIS PERMIT DOES NOT INCLUDE INTERIOR
SITE WALLS, TRASH ENCLOSURES OR MONUMENT
SIGNS.•
January 9, 2008 9:41:21 AM AORTEGA
Fee summary Charged Paid Credited
Due
---------- ----------
Permit Fee Total 473.00 .00.
----------
.00
473.00
Plan Check Total .00 .00
00
:00
Grand Total 473.00 .00
.00
473.00
LQMRMIT
:i,
FEB.-25-2008(NON) 08:26 SOUTHERN CR SOIL 4 TESTIN6 (FAX)760 775 8362 P.013/034
.'" '4N "` SOUTIMR v c�o� s0�. & TEs�Q INC.'55306
6240 RWHROALL STRMT. BAN DIEGO. CA 92120 a Phrm.(019) 2110.4331 Fax (619) 280.4717
1 83-740 CrMUS AYL�NUC, SUITE CA DMIO. CA 922 1 • Phone (760) 775-5993 Fax (760) 775.4362
s1 &T FILE
RCL N�
C am
PL
NC
FDC
wulin l ov _ I . —
MW 1NS Wfi0N. MPW FM gmfORM00=m IQWFOMWMMOWV ❑ wa3= ❑ BE ROOK o
Q.C. COMMM O ROOMGlWATERPROOFING ❑ P.T. CONCMMISMM ❑ 13.MANCHOM p H.S. WX= ❑
TIMOJFt:I p PNI1S,f:
hKLTa► r.. eV. 'iA
06R'RtNQ:
rJ
C4AAR! WD.f
N
N .,t_ PA. r...
L 'T21 &„carat
NJA
npamtu:
%Ve
.
a DEAl 4vt
r u
cUraw ;
1DCJVR7N
-s4
17A1E
D86CIf M Mt OF WORK MEWMD- MM M M Vft a'S VM ww"m 3acwv'1
.' �.
�>r ,f:. O
.6.1� y` G
At All. qA-01WAZ
lam. Gr d f-' Z ' L.G �� � o �► w»�r t
, ' .rte �^1 � S iJ IM ►�,. � x � ' W
M W u?
414M A49 A'v-
le /10-4f
!Yf .
XS
�.
UM l h%Mby Certs #131 l'hOM UVPOCM M LOOM POMI d work Urma nQ10!(OIfOC1wft
.
111Q mA trapeated 4 to the bed d my M WMOE QO Mn Complla = "llh the MPM*d PkM
Oulaalp
o11D CppOCado f the goYeirrYtg IOY�a
j'�” %'`
�'� ��
QRS IUIa: RL4GISRLUION HQ
USA I hme gf Cesw "Val hoe ' ' F; 4ed Mie Cboyo, wMMOC wont In awcvdm=Th the
IOgIlhOh10lH' 01 DSA OppMOWO dOCU(T1onh 8Rnpov antlih�/EhQ WC10 Cormc d In
aooOrdonOe Vwlh ft Offt.D%k44mw�w we vak
Put
�Mlpt1lfe do0urnorlx
'WKA+ewmo�ko�lhorJtrOwwOrk
111MpOfif011NaQlt;
NRR-03-2008(.KON) 12:98 SOUTHERN CR 50IL & TESTI'NG
(FRx,)760 775 8362 _ _ P.017/020
`°n """'°' "` SOUTHERN CALIFORNIA SOIL & TESTINGS, INC. 55,312
&m,R1VWAU S1'RRfrr, PIAN DISCO. CA 92120 • ftme (619) 2804321 fax (619) 204717
K3-748 CrMU5 AVENUE, • %Url*E 4 1NDIO. CA 92201 . Phone (760) 775.5983 Fax (7(Al) 7754362
SMT PILENM4
$ P.O. NM"
C IM
I PL
I
I
I NC
li
I
I RX
I
I rmu r ar
FW hiBPECTION REPORT Kft ❑ tIEA1Pp>i w ccwMM - MASOM
❑ WROM ❑ mmomo
c,c,coNcRM ❑ M0F1N lWX8WW0VW ❑ Pi CONCEM isl m ❑ e-OWANCM0. .0 "=MG Q
NIOJE MM
biAte-
PWZ#:
MFulo.
MAW. m!
1A
7 9 wlfl PkilAs
& ..VqWo
'
CaNIRlK:IUIR !l
� �vuomcrt�eciry: � /� acf:of
6. et,
�!.
DAZE. ONION OP WORK UGPECMD. 7W MONme flmpwslr
my Duni it 3SQ V4
Z,7�
I !�r
or�
.
A[
S7j'"► �lrhroor 64F
Ar
01E s
�•�. ! A-
f I �R• .�
� :� osw+ r,✓ '
AoeZt
F,/Z
� `. C.i's'� ,,...r...� �' I �_
r
fib..•►
IDG I h0i0Dy CoAW MW I hoW kq9GW MO abovelow work W" noted alNetgYkeLOFF
to work hepWICO Is to 1W (Deaf of ImowloaQC In Corr plWae wllh Ino apprarod elan►
VeCMccW,. 9 ��,� lo
t�edor curiae
I
raC6nuu10�I NG
DU I hereby cofW W f nw+e hpecled iho dWM rotaorted work In cw rcWw vAM fig
Z �$
� ? r
regWP rr" of DBA qVrOrod memQen
SA d 1o:AInD were 00MLOW in
OCC«aa11Co wm 1h_a a"0% vavMld Ifre wat 1DAM
corrg3ft w M To dooLDYW
eamfarQwf Mmrmrcav
vlrx tlspxta hgllae
SOIL & TIISTINO, mc. SOUTHERN CALIFORNIA SOIL & TESTINGS INC. 553-06
0 I� 6280 RIVERDALE STREET,' SAN',DIEGO, CA 92120 • Phone (619) 2804321 Fax (619) 2804717
S 83-740 CITRUS AVENUE, • SUITE Q INDIO, CA 92201 • Phone (760) 775-5983 Fax (760) 775-8362
SCS&T FILE NO._ 01220 04?
P.O. No..
l
C
PL
NC
FIX
PAGEOF I
FIELD INSPECTION' REPORT FOR: ❑ REINFORCED CONCRETE REINFORCED MASONRY ❑ WELDING ❑ FIREPROOFING
Q. C. CONCRETE ❑ ROOFING / WATERPROOFING ❑ P.T. CONCRETE/ STRESS
❑ EPDXY ANCHORS ❑ H.S. BOLTING ❑
PROJECT
In nL TD ►n3 7ASE.#:
N
DFILENO.:J(�
DA APP
NIA
PROJECT ADDRE '
q'779571>4-, t. Pa w,S led.
PERMIT NO.:
PLAN FILE NO.:
NIA
ARCHITECT: II
�Y• t�va v 2 h
ENGINEER:
GKenwrl414-q j -A" vX
GENERAL CONTRACTOR:
f
SUB CONTRACTOR:
I- 1
Y+t a
i _G,,
LOCATION OF WORK INSPECTED:
C'!4
MATERCLASSIfICAIION
IAL : w�D /ry
DATE
DESCRIPTION OF WORK;INSPECTED: TIME ARRIVED: 97"^"
TIME DEPARTED: 3P"
G
G
/0 /+5
o t
y= 1/'/S
�i °�
o :,
,-A
f/u
Q16., ZGG�� 4 o 0 4,, edv":59- / V Af�ewor/tea
l
.�,-.c � �-•-r. / s IVa✓ _ ,t' a��c.
s � l...r / �E.
4S,'
Or
/
,LQ'y
AVDL
-1r j Tfi'. SCr D f
�N�?�Y� G���• Lli .S/t-S/ A �oYC
r
�sq � [t diY/fi G�vyt Qry,/sgarMCy LJi �-� ,�
•% S
RE. REVIEW:
UBC I hereby certify #vat I have Inspected the above reported work. Unless noted otherwise,
.
the work inspected'is to the best of my knowledge In compliance with.the;approved plaits,,
the governing building laws.
specifications and applic2F_0'0�
(� .
Inspector IriHials'
INSPE
RS SSNATURE REGISTRATION NO.
DSA I hereby certify that I have Inspected the above reported work in,accordance wtth the
Z� . v�
requUements of DSA approved documents. Sampling and testing were conducted In
accordance with'the requirements of the DSA approved doc4pafft: The Wolk Inspected
PWMINTENDE11111S
WjkTURE DATE
compiles with the >pog6d documents
Yes: hlo• ~Inspector Initlals:
SMI zos REV 2)06
l
i
`°`" *""" "` SOUTHERN CALIFORNIA SOIL & TESTINGS INC. 5 5 3 12-
o 6280 RIVERDALE STREET, SAN DIEGO, CA 92120 • Phone (619) 2804321 Fax (619).280-4717
83-740 CITRUS AVENUE; SUITE G, INDIO, CA 92201 • Phone (760) 775-5983 Fax (760) 775-8362 '/
SCS&T FILE NO. T
D
0
" P.O. NO. -
r'f
C M
I PL
I
I NC
I
F—F1
I
I PAGE ( OF i.
FIELD INSPECTION REPORT FOR: ❑ REINFORCED CONCRETE j9rREINFORCED MASONRY ❑ WELDING ❑ FIREPROOFING
Q. C. CONCRETE ❑ ROOFING /WATERPROOFING ❑ RT. CONCRETE/ STRESS ❑ EPDXY ANCHORS ❑ H.S. BOLTING ❑
PROJECT TITLE:
du��S
PHASE #:
DSA FILE NO.:
�
DSA APP. NO.:
IJ ✓~'
n L
N��
N
PROJECT ADDRESS4-7-7
�� �„ p w t n /) .
J d�/VJL/
PERMIT NOi�a _ �� ��
�/]
PLAN FILE NO.:
ARCHITECT:
CO
ENGINEER: ,
U1rAG dV
r- H!/t/ N 4/.rl�Glam/�t
GENERAL CONTRACTOR:SUB
ivI,�Y7 ltL. / 0-"/
CONTRACTOR:
C7 ' �► / "�fEsC�%
LOCATION OF WORK INSPECTED'
�4L
MATERIAL CLASSIFICATION: 4
400, C / -14XV
DATE DESCRIPTION OF WORK INSPECTED: TIME ARRIVED: TIME DEPARTED: a ,
Z -v7' c
67
l / ,
AGG •G �j L.7 / tG�l /H G �. / O
/�
�•� �o ` a i� a-i� wo
010
a o
-rk 4 r a '
/� %y , g2• t /,rs r,,- Z/ - Z�
Iry aS lirw Lsy► f yw�w.•� l.Z l.Jr -/h- Awn .
L
RE. REVIEW:
'UDC I hereby certify that I have Inspected the above reported wail Unless noted otherwise,
the work Inspected Into the best of mV knowledge in compliance with the approved, plans,
specifications and applof the governing building laws:
Inspector Initials r%
IN S TUBE REGISTRATION NO.
DSA I hereby certify that I have Inspected jhe above reported work In,accordance Ilth the
_
Z Z-7
requirements of DSA approved documents. Sampling and testing were conducted in
accordance WIIII the -fegU Of the,DSA approved doCU IS. 'Thework:inspected
PERINTEN SIGNA E DATE
compiles With the DSA documents. -
•argnuhue wnlorrzes
Yes: Inspector lniMais:
scsaT aos aEv arae
r'f
'SOIL ° """° "` SOUTHERN CALIFORNIA SOIL & TESTINGS INC. '55321
6280 RIVERDALE STREET, SAN DIEGO, CA 92120 •Phone (619) 2804321 Fax (619) 280-4717
83-740 CITRUS AVENUE, SUITE CA INDIO, CA 92201 • Phone,(760) 775-5983 Fax (760) 775-8362 Qy' f
SCS&T FILE NO.: 0 o v?'ZO j
P.O. NO. -
C PL NC FIX PAGE / OF�_
FIELD INSPECTION REPORT FOR: []'REINFORCED CONCRETE REINFORCED MASONRY ElWELDING E]FIREPROOFING
Fj Q. C. CONCRETE ❑ ROOFING /WATERPROOFING ❑ P.T. CONCRETE [STRESS ❑ EPDXY ANCHORS ❑ H.S. BOLTING ❑
PROJECT TRLE:
PHASE #:
N
DSA FILE NO.:
N r4
DSA APP. NO.:
N to
W, s
►Q
PROJECT ADDRESS /
97 �" �a�I
PERMIT NO.: �' w�
'' 9I
PLAN FILE ^, A
N
t- � G 0., S if
ARCHITECT:.
ENGINEER:
GENERAL CONTRACTOR:
SUB CONTRACTOR:
iA A'+ i
Pi.
/1l•
LOCATION OF WORK INSPECTED:
MATERIAL CLASSIFICATION:� /y� p►c
i� v5-oVIJ1
DATE
DESCRIPTION OF WORK INSPECTED: TIME ARRIVED: TIME DEPARTED:S"^4
YC S � " 61 ifr � ra ✓� . GOYI %^ih 0`LI N$. �'
Q I i alc G• -r b
qypm-p
n rsF rf
s H S c c/f k✓e�<,
Jr A—✓07,-. CG
"
S A 6 G , so, . R - a�..�► i.
Izz,
e-
�rj r f y e Zoe.
7 /K A
L111 -01y hog eo oAv
P.E. REVIEW:
UBC I hereby certify mat I have Inspected the above reported work. Unless noted otherwise,
the work,lnspected Is to the best.of.myknowledge In.compllance wfm the approved plans,
speclficatians and applicable ihe.governing building laws.
7 �/ R`► j ,
Inspector Inma1S
INSPECTS SIG T REGISTRATION NO.
DSA I hereby certify that'I have Inspected the above reported work In accordance with the
Sampling
b 0 p
y
requirements of DSA approved uments and testing ., conducted In
accordancem.1th the req nts of the DSA approved docum The work Inspected.
•S DAiE
complies with the documents
Yes: Inspector. Initials:
ovl►iorizes rhe abae wak
srser zos REV 2106
Bin #
City of La Quinta
Building U Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: - "XtY 77-r' TI%tAio
Owner's Name:! �{
Address: '16 `961 kAAJ2ftPE 1.97li— /—OW/VW4
A. P. Number: �j ,--p e� ^'� 3
Legal Description:
City, ST, Zip: ���/� lt�A41 e
Contractor: 73ftX_SXJ
Telephone: p 1 43 21 3r.—
Project Description:
Address:
City, ST, Zip:
Telephone:
City Lic. #:
! IVtM W
1 « Dr
` vI
State Lic. # :
Arch., Engr., Designer:
Address: S. L� �
r
f 1
City, ST, Zip: /�'f IL/i(,r� •Z•s�
Telephone: JLM3 � Construction Type: Occupancy:
State Lic. #: p Project type (circle one Add'n Alter Repair Demo
Name of Contact Pe son: Sq. FL: # Stories: # Units•.
Telephone # of Contact Person r 32 d
Estimated Value of Project:
APPLICANT: O NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACMG
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2"' Review, ready for correctionsrissue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
"" Review, ready for correction ssue
Developer Impact Fee
Planning Approval
Called Contact Person
I 1
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
l °i' 14A)8 ' W*VY TO 7*60C
Tibf 4 4 a9ba
P.O. Box 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
BUILDING & SAFETY DEPARTMENT
(760) 777-7012
FAX (760) 777-7011
To: Greg Butler, Building & Safety Manager To Planning: November 13, 2007
From: Les Johnson, Director -Planning Due Date: November 26, 2007
Permit #: 7-2966 Status: 1st Review
Building Plans Approval
(This is an approval to issue a Building Permit)
The Planning Department has reviewed the Building Plans for the following
project:
Description: Site Lighting/Perimeter Walls/Signage
Address or General Location: 47-795 Dune Palms Road
Applicant Contact: Maria Song (760)902-5028
The Planning Department finds that:
❑ ...these Building Plans do not require Planning Department approval.
...these Building Plans are approved by the Planning Department.
❑ ...these Building Plans require corrections. Please forward a copy of the
attached corrections to the applicant. When the corrections are made
please turn them to the Planning Department for review.
• I Z S o'7
es Jo n on, Director -Planning bale
• Faxi 4 /MAMAIri F S(f��15 ' 6�� t� .sue z r'� '��zx►rt- r�.1 +
Aff9cqA4-c"t��
• >e-- APP&ck5t�. -ftvvm o4s ETA Awv=oAL
Biz
City of La Quinn
Building U Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Petmit #
2"I
Project Address: —
���Wft<;Owner's
Name: s
A. P. Number: 1 ' O%),(+
Address: �v r��� C
Legal Description: TOMONOr— 05r DNE tiW W 5M
City, ST, Zip: N
1) Cjk [ U
Contractor: ' l N
M 01\1
Telephone: ` ?j
Address:
I e S • 1�41\40 .
Project Description:
City, ST, Zip:: W,
U I H I V
Telephone: —L `2� ' K/ .�26 6
pep WS
State Lic. # : 'J
City Lic. #:!
,
Arch., Engr., Designer: (N t N CO
Address:
S. clvlo w-
4 la
City, ST, Zip:
Telephone:
Construction Type: Occupancy:
State Lic. #: C109
Project type (circle one): New Add'n Alter Repair Demo
Name of Contact Person: tAN A— SON
Sq. Ft_:
# Stories:
# Units:
Telephone # of Contact Person: q.01
r;12$
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Req'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
(
9,
Item
Amount
Structural Coles.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Calcs.
Plans bicked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2"" Review, ready for corrections issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN IIOUSE:-
7r' Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
�-
CITY OF LA QUINTA
PLAN CHECK CORRECTION LIST
Interactive Design Corporation
199 S. Civic Drive, Suite 10
Palm Springs, CA 92262
(760) 323-4990
PLAN CHECK NO. 07-2966
ADDRESS 47-795 Dune Palms
SCOPE OF WORK Lighting Pole FDN's
December 19, 2007
FIRST CHECK/FINAL
(Structural)
OCCUPANCY R-1/U-1
TYPE-OF-CONST. V-N
The submitted plans and specifications have been reviewed by the VCA CODE GROUP. 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 BUILDING PERMIT IS HEREBY RECOMMENDED SUBJECT TO OBTAINING
APPROVALS/CLEARANCES FROM ALL APPLICABLE CITY DEPARTMENTS, AGENCIES, AND
ASSOCIATIONS.
Plans checked by: Perry stopoulos, PE
VCA CODE GROUP
2200 W. Orangewood Avenue, Suite 155
Orange, CA 92868
(714) 363-4700 #756
VCA File No. LQ-20470
1
8' HIGH ORCD WALL SYSTEM SITE WALL
•
FOR 80 MPH WIND @a EXPOSURE C
WALL TYPE 2 W/ INTEGRAL
COLOR SLUMPSTONE
IJ OPTIONAL FLAT CAP
z
z
moQ�
CITY OF LA U I
B ILDING & SAF
APPROVE
ORCO 6616 CMU GROUTED ONLY @
VERT STEEL
NOTE: PROVIDE 06 DOWEL AND
#4 DROP -IN BAR AT EACH SIDE
OF CONTROL JOINT.
#4 VERT DROP -IN BAR @ 16'
O/C (36' O/C FOR 18' LONG
CMU)
#6 STD JOINT REINFORCEMENT @
24' O/C (4 PLACES) PER USC STD.
11-10. USE 45 STD. FOR SLUMP
BLOCK
#6 DOWEL @ 16' O/C
(18- O/C FOR 18-LONG CMU)
8+2'-9'
I I I I ( I I I I I
#4 HORZ CONT.
DESIGN CRITERIA:
1. ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF
Z. ALLOWABLE LATERAL PASSIVE PRESSURE = 150 PCF
3. GROUT STRENGTH = 2000 PSI @ 28 DAYS.
4. REINFORCING STEEL : GRADE 40 FOR #4 WS AND SMALLER 8
GRADE 60 FOR #5 AND LARGER
S. SELSMIIC - ZONE 4, Na = 1.05
6. 1500 PSI MASONRY COMPRESSION STRENGTH,
HALF STRESSES USED - NO SPECIAL INSPECTION REQD.
MIN. FOOTING DEPTH FOR 5' TO DAYLIGHT
SLOPE
WALL @
FOP
WALL @
1 FT. SETBACK
WALL @
1 Ff SETBACK
1 7101
2-6^
2'-0'
3 TO 1
11-8'
NOTES.-
1. CONCRETE BLOCK SHALL CONFORM TO UBCSTD. 21-4. ORCD STD.
PRECISION, SPLIT FACE SLUMPED, OR WEOGELOCX BLOCK MAY BE
USED
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 1-112
PARTS 54ND TO 3-1/1 PARTS GRAVEL WITH A MAXIMUM OF 1-112
GALLONS OF WATER PER SACK PORTLAND CEMENT SHALL CONFORM
TO ASTM C 150 TYPE11/V. Fc = 2000 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
AWN A 615 GRADE 40 FOR #4 BARS AND SMALLER, GRADE 60 FOR
#5 AND LARGER. PROVIDE 40 54R DIAMETER LAP FOR GRADE 40
REA4R AND 48 BAR DIAMETER LAP FOR GRADE 60.
4. REL34R SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WHICH IT IS LOC4TED.
5. CONCRETE BLOCK SHALL BE LAVED IN A RUNNING BOND
PATTERN WITH VERTICAL CONTINUITY OF THE CELLS UNO,
6. ALL BLOCK CFLS CONTAINING VERTICAL REHAR SHALL BE SOLID
GROUTED.
7. USE OBP TYPE S MORTAR PROPOR77ONED USING UBC TABLE NO.
21-A I PART CEMENT TO 1/1 PART LIME TO 4-1/2 PARTS DAMP,
LOOSES4ND.
& GROUT FOR CONCRETE BLOCK TO BE 1 PART CEMENT TO 3
PAR75 54ND (GROUT MAY CONTAIN 2 PARTS 3/8' PEA GRAVEL IF
WEATHER CONDITIONS ARE FAVORABLE AND BLOCK UNOBSTRUCTED
CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT FLOW). WATER
SHALL BEADDED TO PRODUCE GOOD GROUT FLOW WITHOUT
SEGREGATION OF THE CONSITUENTS
9. BLOCK STEM MAY BE WET -SET 1-1/1' INTO THE FOOTING WHILE
THE CONCRETE IS PLASTIC BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF 7HE TRENCH TYPE FOOTING,
10. FOOTING MUST' BE POURED ON OR INTO UNDISTURBED
NATURAL SOIL OR ON COMPACTED FILL WITH A MINIMUM
COMPAC71ON OF 90 %.
11. FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE
READY FOR CONCRETEANDALL REQUIRED STEEL IS TILED IN PLACE
SECOND INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS IN
PLACE AND THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACING 40' O/C OR 20' IF THE
WALL IS TO BE STUCCO COATED.
5' TO DAYLIGHT
I"A COACHELLA VALLEY
HOUSING COALITION DUNE
PALMS/LA QUINTA
/O
4
O
u m
w m
~ cn
C31925 z
* Exr.12-31-2008
\s�q� CIV 1\- -NT
DATE-1
Timothy S. Mallis - Civil Engineer Title : Job #
Dsgnr: Date: 8:31AM, 9 OCT 00
Orco Block Inc. Description
4510 Rutile St.
Riverside, Ca. 90509 Scope:
(909) 685-1521
Rev: 510300 Cantilevered Retaining Wall Design Page 1
User. -99 E '1 3522, Ver 5..3, 22Jun-1999, W n32 I
(c) 1983.99 NERCALC c:\ec\new6walls.ecw:Calculations
Description Orco Wall System 8'-0" high tract wall Tor 60 mph Exp t; wlna condition
Criteria
Retained Height =
0.33 ft
Wall height above soil =
7.67 ft
Slope Behind Wal =
0.00: 1
Height of Soil over Toe =
4.00 in
Soil Density =
110.00 pcf
Wind on Stem 16.9 psf
Design Summary
Total Bearing Load 846 Ibs
...resultant ecc. 9.36 in
Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 30.0
Toe Active Pressure
= 30.0
Passive Pressure
= 150.0
Water height over heel
= 0.0 ft
FootingIlSoil Frictior
0.300
Soil height to ignore
for passive pressure
0.00 in
Soil Pressure @ Toe
1,199 psf OK
Soil Pressure @ Heel
0 psf OK
Allowable
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
1,661 psf
ACI Factored @ Heel
0 psf
Footing Shear @ Toe
8.0 psi OK
Footing Shear @ Heel
2.7 psi OK
Allowable
76.0 psi
Wall Stability Ratios
Overturning
1.59 OK
Sliding
2.48 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 129.5 Ibs
less 100% Passive Force- - 133.3 Ibs
less 100% Friction Force= - 253.7 Ibs
Added Force Req'd
0.0 Ibs OK
....for 1.5 : 1 Stability
0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure
1,661 0 ps
Mu': Upward
772 0 ft
Mu' : Downward
165 179 ft
Mu: Design
607 179 ft
Actual 1-Way Shear =
7.95 2.70 ps
Allow 1-Way Shear =
76.03 76.03 ps
Toe Reinforcing =
None Spedd
Heel Reinforcing =
None Spedd
Key Reinforcing =
None Spedd
Stem Construction
�#
i Top Stem
Stem OK
Design height
ft=
2.67
Wall Material Above "Ht"
Masonry
Thickness
6.00
Rebar Size
# 4
Rebar Spacing
32.00
Rebar Placed at
Center
Design Data
fb/FB + fa/Fa
0.712
Total Force @ Section
Ibs =
90.1
Moment.... Actual
ft-# =
240.1
Moment..... Allowable
ft-# =
337.1
Shear..... Actual
psi =
4.0
Shear..... Allowable
psi =
25.8
Bar Develop ABOVE Ht.
in =
20.00
Bar Lap/Hook BELOW Ht.
in =
20.00
Wall Weight
psf =
47.0
Rebar Depth 'd'
in =
2.81
Masonry Data
-
fm
psi=
1,500
Fs
psi =
20,000
Solid Grouting
No
Special Inspection
No
Modular Ratio'n'
25.78
Short Term Factor
1.333
f Equiv. Solid Thick.
in =
3.90
# Masonry Block Type = Normal
Weight
# Concrete Data
fc
psi =
i Fy
psi =
i other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S " Fr
Heel: Not req'd, Mu < S ' Fr
Key: No key defined
Footing Strengths & Dimensions
'c = 2,000 psi
Fy = 40,000 psi
An. As %
= 0.0012
roe Width
= 1.00 ft
feel Width
= 1.50
Total Footing Widtt
sooting Thickness
= 12.00 in
Key Width
0.00 in
Key Depth
0.00 in
Key Distance from Toe
0.00 ft
over @ Top = 3.00 in
@ Btm.= 3.00 in
2nd
Stem OK
0.00
Masonry
6.00
# 6
16.00
Center
0.992
129.6
539.9
544.0
5.4
25.8
30.00
6.00
52.0
2.81
1,500
20,000
No
No
25.78
1.333
4.50
4
Timothy S. Mallis - Civil Engineer
Orco Block Inc.
4510 Rutile St.
Riverside, Ca. 90509
(909) 685-1521
Rev: 510300
User. KW-0603522. Ver 5.1.3, Z2.J -1999, W.32
(c) 1963-99 ENERCALC
Title :
Dsgnr:
Description
Scope:
Cantilevered Retaining Wall Design
Job #
Date: 8:31AM, 9 OCT 00
Description Orco Wall System 8'-0" high tract wall for 80 mph Exp C wind condition
Page 2
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-#
Heel Active Pressure = 26.5 0.44 11.8 Soil Over Heel = 36.3 2.00 72.6
Toe Active Pressure = -26.7 0.44 11.9
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 129.6 5.17 669.5
SeismicLoad =
Total = 129.5 O.T.M. = 669.4
Resisting/Overturning Ratio = 1.59
Vertical Loads used for Soil Pressure = 845.6 Ibs
Vertical component of active pressure used for soil pressure
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
0.00
Soil Over Toe =
36.7
0.50
18.3
Surcharge Over Toe =
Stem Weight(s) =
389.4
1.25
486.7
Earth @ Stem Transitions =
Footing Weigh( =
375.0
1.25
468.7
Key Weight =
Vert. Component =
8.3
2.50
20.8
Total =
845.6 Ibs
R.M.=
1,067.2
Timothy ;il Engineer Title: Job #
Orco Ell- Dsgnr: Date: 8:23AM, 9 OCT 00
t Description
4510 Rutile 5
Riverside, Ca. 90509 Scope
(909) 685-1521
Rev: 511Y300-06 Pole Embedment in Soil Page 1
User: KW-aea3522, Ver 5.7.3, 22-Jun•1999, Win32 g
* i (c) 1983-99 ENERCALC c:\ec\new6wa11s.ecw:Calcu1ation
Description Trench footing for 8'-0" high block wall 80 mph Exp C wind condition
General Information
Allow Passive 150.00 pcf
Applied Loads...
Max Passive 1,500.00 psf
Point Load
0.00 Ibs
Load duration factor 1.333
distance from base
0.000 ft
Pole is Rectangular
Width f4,4411-az 4GON6 (v,94L = 12.000 in
Distributed Load
16.90 #/ft
No Surface Restraint
distance to top
7.670 ft
distance to bottom
0.330 ft
Summary
Moments @ Surface...
Point load
0.00 ft-#
Total Moment 496.18 ft-#
Distributed load
496.18
Total Lateral 124.05 Ibs
Without Surface Restraint...
With Surface Restraint...
Required Depth
2.792 ft
Req'd Depth 0.000 ft
Press @ 113 Embed...
Pressure @ Base...
Actual
188.84 psf
Actual
Allowable
186.11 psf
Allowable
Surface Restraint Force
�n
m
10'-Orr HIGH ORCO WALL SYSTEM SITE WA
7
7
N
ti
FOR 70 MPH WIND @a EXPOSURE C
r:,rLr•�r�
#4 HORZ C aW..
ORCO 8816 C74U GROUTED
ONLY @ VERT STEEL
NOTE: PROVIDE (2)#4 DOWEd
& 04 DROP -IN BAR AT EAW
SYDEOFCONTROL )DINT
04 VERT DROP -IN BAR @
32' O/C
#8 S7D)OINT
REINFORC2 4ENT @ 24' O/C
(5 PLACES) PER uwSm
21-m.
04 DOWEL @ 16'0/C
@ EDGE OF 8'04U.
41'
18'
LEVEL GRADE BOTH SIDES
X-0" CONT.
NOTE.' SOLID GGOUT
RETAINING PORTION OFC74U
STEM
DESIGN CRITERIA:
1. ALLOWABLE SOIL SEARM PRESSURE = 15W PSF
2. ALLOWABLE LATERAL PASSIVE PRESSURE= 150PCF
3. GROUT S7RENGTH = 2000 PSI @ 28 DAYS
4. REINFORCING STEEL : GRADE 40 FOR #4 54RSAND SMALLER I
GRADE 60 FOR #SAND LARGER
5. SEISWC - ZONE 4, Na = 1.05
6.1500 PSI PL450MYCOMPRE&SIOHNS7REIYG7H.
HALFSTRESSES USED - NO &RECTAL INSPECTION REQO.
NOTES.'
1.COAX ETEBLOCKSHALLCONORMTOL47CSTD.21-i.ORCO
STD. PREU M4 SPLIT FAG$ SLUMPED, OR WL7aMOCK BLOM
MAYBE L.EFD
ZCU GWMFORfaOI1NGSH4LLBE1PARTCLN&iT702-1/2
PARTSS AV 703-1/2 PARTS GAAVH. WITHA M40" OF 1-112
GQWW OF WA7ER A9Z SLUC P0R7L4N0CFN5VT SHALL C0 NPURM
7DA57MC I5V TYPELM - 25W PST
3. REWFOROW 57M SHALL BEDBVRMIDANO CDNFURM 70
ASIMA 615 GUM 40 FOR 04 84RSAMD 9W7LLfR GRADE 60 FOR
#SAND LARGER AROVIDE 40 BAR DIAMEMR LAP FUR GRADE 40
REBNI AND 48 AAR DIAMETER LAP MR 6 R40EM.
4. REM4R S4WL BE(FNTBtM BN 77E CpYG MBL000CELL DN
W fiW ITIS LOCAMD.
5. CDAUPE7FELM SWU BELAYED DNA RUNNING BOND
PATTERN WITH VERTICIL CON77NUMOF71 ECFUS UNO,
6. ALL SLOQCCHI.S COMADWG VHL77CAL REM SMU BE S01M
GROMP.
7. USFOBP7YPESMORTAR PROPOR7IONLD LONG UBCTABLEAU
21A1PARTCEHM 701/2PART PE70+k2PARTS aW
LOOSESAND.
&GROUTI RCOACRE7EBLOCK70WIPART®M9NT703
PAR7SS4ND (GROUTMAY M%?ADN 2 PART AW PF4 GRAVEL IF
WEATHHC CONDIr"SAREFAVORABLEAND BLOiX UNOBS7RGX7ID
CELL S)2F 5 gOFIMW TOALLOW GOOD GROL?ROW).WATER
RMLL BEADDED TO PRO ME G" GROUT ROW W TA
SEG REG47ION OF THE LtiNSI7U6VTS
9.&=S7EMANY BEWETSET1-1/2'A707HEFOOTINGWH E
TW CONCRETE15PLA571G BL=ST 94MAYSE PIAGFD TO
ErrHBZ S) GE OF T NE T RB K H TYPE fV 077NG.
10. FOD7MWSTBEPDUREDONORINTUUNDLSTUMD
NATURAL SOIL OR ON CONPACIID FILL WIINA MM MUM
COMPACTION OF90 %.
11. F MT ROECUOW TD BEAFTr3R FOOTING TRUKHESARE
READY FOR CaVOW SAND ALL REQUIRD SAFE LS TIED IN PLACE
5EMWTM WTF0N70BEWMVTFEREWDtEDVFR77CALLSIN
PLAGFAND 7HE BWOr WALL iS RSWYTO6ROUT.
LZAIWARMICWNTTOLJODNT9MaW 4V01COR21Y0/CIF77E
WALL 5 70 BESTLACL0 MGM
12' DRAINSTAR SUB -DRAIN CONTINUOUS
PER NER569. FOLLOW MFGS INSTALLA77ON
RECOM MATIONS PROVIDE OUTLET FITIM
AND 4' 0THR000H NEW WALL @ 100'IN7SGVAL5.
@16"O/C"
6'
04 HORZCONT. @ 11' O/C
TOPAND BOTTDMASSHOWN
COACHELLA VALLEY
HOUSING COALITION DUNE
PALMS/LA QUINTA
Exp. 12/3112Toa I*
s�gTF OF
Ll
t
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951)685-1521
Rev: 510300
User: KW-0603522, Ver 5.1.3, 22-Ju 1999, Win32
(c) 1983-99 ENERCALC
Title :
Dsgnr:
Description
Scope :
Cantilevered Retaining Wall Design
Job #
Date: 3:30PM, 30 AUG 07
Page 1
Description DUNE PALMS 2' RETAINING W/ 8' CMU WALL ON TOP LEVEL BACKFILL 70C WIND
& .258W SEISMIC
Criteria
Retained Height =
2.00 ft
Wall height above soil =
8.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
3.00 in
Soil Density =
115.00 pcf
t C, ? q>`�
Wind -on Stem =
15.0 psf
/ (a
Design Summary
Total Bearing Load =
1,644 Ibs
...resultant ecc. =
10.69 in
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 150.0
Water height over heel
= 0.0 ft
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Soil Pressure @ Toe
= 1,798 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 2,447 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 0.0 psi OK
Footing Shear @ Heel
= 12.9 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 2.00 OK
Sliding
= 2.50 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 277.5 Ibs
less 100% Passive Force = - 117.2 Ibs
less 100% Friction Force = - 575.3 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
FootingDesign Results
Toe Heel
Factored Pressure =
2,447 0 psf
Mu': Upward =
0 0 ft
Mu': Downward =
0 0 ft
Mu: Design =
0 1,303ft-#
Actual 1-Way Shear =
0.00 12.93 psi
Allow 1-Way Shear =
0.00 85.00 psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Stem Construction
#
#
Top Stem
Stem OK
Design height
ft =
2.67
Wall Material Above "Ht"
=
Masonry
Thickness
=
8.00
Rebar Size
=
#
Rebar Spacing
=
32.00
Rebar Placed at
=
Center
Design Data
fb/F13 + fa/Fa
=
0.732
Total Force @ Section
Ibs =
110.0
Moment.... Actual
ft-# =
403.0
Moment..... Allowable
ft-# =
550.7
Shear..... Actual
psi =
4.0
Shear..... Allowable
psi =
25.8
Bar Develop ABOVE Ht.
in =
20.00
Bar Lap/Hook BELOW Ht.
in =
20.00
Wall Weight
psf =
55.0
Rebar Depth 'd'
in =
3.81
Masonry Data
fm
psi=
1,500
Fs
psi =
20,000
Solid Grouting
=
No
Special Inspection
=
No
Modular Ration'
=
25.78
Short Term Factor
=
1.330
Equiv, Solid Thick.
in =
4.90
Masonry Block Type = Medium Weight
Concrete Data
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
Footing Strengths & Dimensions
4
fc = 2,500 psi
Fy = 40,000 psi
Min. As %
= 0.0012
Toe Width
= 0.00 ft
Heel Width
= 3.00
Total Footing Width
= 30
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
2nd
Stem OK
0.00
Masonry
8.00
# 4
16.00
Edge
0.637
190.0
766.7
1,204.2
3.3
25.8
20.00
6.00
78.0
5.25
1,500
20,000
Yes
No
25.78
1.330
7.60
J �NFE SSIpNq��
LLU CE31925 :1Exp- 12/31 /2008
\sT CIV��-
�TF OF C A�.\F
TIMOTHY S. MALLIS CIVIL ENGINEER
Title:
Job #
ORCO BLOCK INC.
Dsgnr:
Date: 3:30PM, 30 AUG 07
1
Description
4510 RUTILE ST.
RIVERSIDE, CA. 92509
Scope:
(951)685-1521
Rev: 510300
User: KW-0603522,Ver5.1.3,22-Jun-1999,Wn32 Cantilevered Retaining Wall Design
Page 2
g
(c) 1983-99 ENERCALC
cAdocuments
and settinqs\tmallis\mv document
Description DUNE PALMS 2' RETAINING W/ 8' CMU WALL ON TOP LEVEL BACKFILL 70C WIND
& .258W SEISMIC
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance Moment
Item Ibs ft ft-#
Ibs It ft-#
Heel Active Pressure = 157.5 1.00 157.5
Soil Over Heel =
536.7 1.83 983.9
Toe Active Pressure = 0.42
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 120.0 7.00 840.0
Soil Over Toe =
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) —
611.4 0.33 203.8
Total = 277.5 O.T.M. = 997.5
Earth @ Stem Transitions =
Resisting/Overturning Ratio = 2.00
Footing Weight =
450.0 1.50 675.0
Vertical Loads used for Soil Pressure = 1,643.6 Ibs
Key Weight =
Vert. Component =
45.5 3.00 136.5
Vertical component of active pressure used for soil pressure
Total =
1,643.6 Ibs R.M.= 1,999.2
QRpFESS/
ANY
CE31925 N TI
Exp. 12/31 /2008
CIVIL ��Q'
)�OF CAL�F��/
7--10" & 10" HIGH CRC® 32" SQ. PILASTER
V= AREA - Do NOT GROUT ABOVE GROUND
GROUT BOTTOM 2' OF RETAfNWO-7
L—,P TIES O 24' 0/C
J N VERT O EACH CORNER
AND AS SHOWN
W16 OR 5516 CAW - BLOGYI CELLS
TO BE SOLID GROUTED ONLY.
32" SO. I PILASTER - SEE
DETAIL SELOW
(4) #4 VLrT DROP -IN BARS
® EA. CqRNER CELL AND AS OWN
3 77ES @24" 0/C
h
Q
�e
0
3
2
® U
�
U Q
Q
- O
O
(8) f4 D WELS W/ 24" MIN.
EXTENSI INTO CMU. —
® EA. C ER CELL 33"
AND AS OWN
12"
EQUAL
2
a—
oc' �I
R {r Q V
14 HORZ ® 8" O/C E.
32" SO.
3'-3" SQUARE FOR 7-10" HIGH
3'-9" SQUARE FOR 10" HIGH
DESIGN 17 nBVA:
1. ALLOWABLE SOIL BEARING PRESSURE =1500 PSF
2. ALLOWABLE LATERAL PASSIVE PRESSURE = 150 PCF
3. GROUT STRENGTH = 2000 PSI @ 28 DAYS
4. REINFORCING STEEL : GRADE 40 FOR #4 BARS AND SMALLER 6
GRADE 60 FOR #5 AND LARGER
5. SEMWC - ZONE 4, Na = 1.05
6. 1500 PSI MASONRY COMPRESSION STRENGTH.
HALF STRESSES' USED - NO SPECIAL INSPECTION REQD.
574I1xi1
1. CONCRETE BLOCK SHALL CONFORM TO UBCSTD. 214. ORCO
STD. PRECL40N, SPLIT FACE; SLUMPED, OR W&-X.ROCK BLOCK
MAYBE USED
2. CONCRETE FOR F0077NG SHILL BE 1 PART CEMENT TO 2-112
PARTS SAND TO 3-112 PARTS GRAVEL W17HA MAXIMUM OF I-112
GALLONS OF WATER PER S4CK PORTIAN'D CEMENT SHALL CONFORM
TO ASTM C 150 TYPE H.Fc = 1500 P57
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
A57M A 615 GRADE 40 FOR #4 BARS AND SMALLER, GRADE 60 FOR
#SAND LARGER. PROVIDE 40 BAR DIAMETER LAP FOR GRADE 40
REPAR AND 48 BAR DIAMETER LAP FOR GRADE 60.
4. REB4R SHILL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WMCH IT IS LOCA7W.
5. CONCRETE BLOCK SHALL BE LAYED IN A RUNNING BOND
PATTERN WITH VERTICAL CONT INUITY OF THE M l [' UNO.
6. ALL BLOCK CELLS MWAINING VER771AL REBAR SHALL BESOIID
GROUTED.
7. USE OBP TYPE 5 MORTAR PROPIORWONED USING UBC TABLE NO.
21-A I PART CEMENT TO 112 PART LIME TO 4-112 PARTS DAMP,
LOOSESAND.
B. GROUT FOR CONCRETE BLOCK TORE 1 PART CEMENT TO 3
PARTS SAND (GROUT MAYCAYTAIN 2 PARTS 3/8' PEA GRAVEL IF
WEATHER CONDI'7fOWLSARE FAVORABLEAND BLOCK UMOSS MUCTED
CELL .SIZE 15 SU1i77CI0VT TO ALLOW GOOD GROUT ROW). WATER
SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW WITHOUT
SEGREGATION OF THE C0AWTUENTS.
9. BLOCK STEM MAY BE WET-5EF 1-112"INTO THE fUOTING WFBLE
THE CONCRETE IS PL4577C BLOCK STEM M4Y HE PLACED TO
EITHER EDGE OF THE TRENCH TYPE ROOTING.
10. FOOTING msr BE R7URED ON OR INTO UNDISTURBED
NATURAL SOIL OR ON COMPACTED FILL WITH A MIMMUM
COMPACTION OF 90 %.
11. FIRST INSPECTION TO BEAFTER F0077NG THE ONES ARE
READY FOR CONCRETE AND ALL REQUIRED STEEL IS TTED IN PLACEE,
SECOND 176PEC77ON TO BE WHEN THE REQUIRED VERTICAL 15IN
PLACE AND THE BLOCK WALL 15 READY TO GROVE
IZ MAXIMUM CONTROL JOINT SPACING: 40' O/C OR 20' 0/CIF THE
SOLID GROUT WALLIS TO BE STUCCO COATED.
RETAINING
COACHELLA VALLEY
HOUSING COALITION DUNE
_
PALMS/LA QUINTA
EQUAL
PILASTER NO. 1 W/
b
INTEGRAL COLOR
SLUMPSTONE
E' CL1 23 1
. Exp, 12/31/20U
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
Job #
Date: 9:30AM, 13 DEC 07
4510 RUTILE ST.
Title :
Dsgnr:
Description
RIVERSIDE, CA. 92509 Scope
(951) 685-1521
• Rev51930D Page 1
[U..;:KW-OB03522.Ver5.1.3.22Jurr1998,Win32 Cantilevered Retaining Wall Design
(c) 1983.89 ENERCALC c:\documents and settings\tmallis\mv documer
Description DUNE PALMS V RETAINING W/ 32 X 32 PILASTER T LEVEL BACKFILL 70C WIND &
.258W SEISMIC W/ 4' WIDE FOOTING ALONG WALL
Criteria
Retained Height =
1.00 ft
Wall height above soil =
7.00ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
3-00 in
Soil Density =
115.00 pcf
Wind on Stem = 45.0 psf
Design Su_h mmary
Total Bearing Load = 2,062 Ibs
...resultant ecc. = 9.61 in
Soil Data
T
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 150.0
Water height over heel
= 0.0 ft
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Stem Construction
T
Design height
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Ibs =
Moment.... Actual
ft-# =
Moment..... Allowable
ft-# =
Shear..... Actual
psi =
Shear..... Allowable
psi =
Soil Pressure @ Toe
= 1,668 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 2,313 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 15.2 psi OK
Footing Shear @ Heel
= 3.8 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 1.96 OK
Sliding
= 2.18 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 385.0 Ibs
less 100% Passive Force = - 117.2 Ibs
less 100% Friction Force = - 721.9 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
wToe
Heel
Factored Pressure =
2,313 0 psf
Mu': Upward =
1,593 0 ft-#
Mu': Downward =
209 342 ft-#
Mu: Design =
1,385 342ft-#
Actual 1-Way Shear =
15.17 3.82 psi
Allow 1-Way Shear =
85.00 85.00 psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Bar Develop ABOVE Ht.
Bar Lap/Hook BELOW Ht.
Wall Weight
Rebar Depth 'd'
Masonry Data
in =
in =
psf =
in =
Stem
Footing Strengths & Dimensions
fc = 2,500 psi �Fy = 40,000 psi
Min. As % = 0.0012
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
Cover @ Top = 3.00 in
2nd
Stem OK
Stem OK
2.67
0.00
Masonry
Masonry
16.00
16.00
# 4
# 4
8.00
8.00
Center
Edge
0.218
239.9
639.2
2,926.8
2.9
25.8
20.00
20.00
177.1
7.75
f m
psi =
1,500
Fs
psi =
20,000
Solid Grouting
=
Yes
Special Inspection
=
No
Modular Ratio'n'
=
25.78
Short Term Factor
=
1.330
Equiv. Solid Thick.
in =
15.62
Masonry Block Type =
Medium Weight
Concrete Data
f c
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
0.209
332.5
1,423.3
6,815.5
2.3
25.8
20.00
6.00
177.1
13.00
1,500
20,000
Yes
No
25.78
1.330
15.62
= 0.96 ft
= 2.29
12.00 in
0.00 in
0.00 in
0.00 ft
@ Btm.= 3.00 in
s w3 CE31925
Exp.12/3-1/2008 yj.
�s /
\Tq CIVtI cC�
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951) 685-1521
Title :
Dsgnr:
Description
Scope :
Rev. 510300
User. K'FN 99 522. Ver 5.1.3. 22-Jun-1999, Win32 Cantilevered Retaining Wall Design
(c) 1983 ENERCALC
Job #
Date: 9:30AM, 13 DEC 07
Page 2
Description DUNE PALMS V RETAINING W/ 32 X 32 PILASTER T LEVEL BACKFILL 70C WIND &
.258W SEISMIC W/ 4' WIDE FOOTING ALONG WALL
Summary of Overturning & Resisting Forces & Moments
-s ':.K; s:.�__..n_i�•,�i. ._. �.�cae^.=�c:.._^Rt�r�_��•c-csxa:-���>
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# Ibs ft ft-#
Heel Active Pressure = 700 067 467 Soil Over Heel = 110.2 2.77 305.4
Toe Active Pressure = 0.42
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @_ Stem Above Soil = 315.0 5.50 1,732.5
Soil Over Toe =
27.6
0.48
13.2
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) -
1,417.0
1.63
2,302.6
Total = 385.0 O.T.M. = 1,779.2
Earth @ Stem Transitions =
Resisting/Overturning Ratio = 1.96
Footing Weight =
487.5
1.63
792.2
Key Weight =
Vertical Loads used for Soil Pressure = 2,062.4 Ibs
Vert. Component
=
20.2
3.25
65.7
Vertical component of active pressure used for soil pressure
Total =
2,062.4 Ibs
R.M.=
3,479.0
f �ij f��i ry `l••Lf:': 4
c CE31,25 1: '
Exp.12/31/2006 (�
a�rr
TIMOTHY S. MALLIS CIVIL ENGINEER Title: Job #
ORCO BLOCK INC. Dsgnr: Date: 9:30AM, 13 DEC 07
4510 RUTILE ST. Description
RIVERSIDE, CA. 92509 Scope
(951) 685-1521
Rev: 510300
User:KW-0603522.Ver5.1.3.22-Jun-1999,Wn32 Cantilevered Retaining Wall Design Page 1
(c) 1983-99 ENERCALC c:ldocuments and settingsltmallislmy document
Description DUNE PALMS V RETAINING W/ 8' 32 X 32 PILASTER T LEVEL BACKFILL 70C WIND
& .258W SEISMIC W/ 4' WIDE FOOTING ALONG WALL
Criteria
Retained Height =
1.00 ft
Wall height above soil =
9.00 It
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
3.00 in
Soil Density =
115.00 pcf
Wind on Stem = 45.0 psf
Design Summary
Total Bearing Load = s �2,528 lbs
...resultant ecc. = 11.91 in
Soil Pressure @ Toe =
1,910 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,652 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
21.3 psi OK
Footing Shear @ Heel =
4.7 psi OK
Allowable =
85.0 psi
Wall Stability Ratios
Overturning =
1.83 OK
Sliding =
2.11 OK
Sliding Ca►cs (Vertical Component Used)
Lateral Sliding Force =
475.0 lbs
less 100% Passive Force = -
117.2 lbs
less 100% Friction Force = -
884.7 lbs;
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 150.0
Water height over heel
= 0.0 ft
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 0.00 in
Stem Construction
Design height a
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-# =
Moment.....Allowable
ft-# =
Shear ... ..Actual
psi =
Added Force Req'd
= 0.0 lbs OK
....for 1.5 : 1 Stability
= 0.0
lbs OK
Footing Design Results`
Toe
Heel
Factored Pressure =
2,652
0 psf
Mu': Upward =
2,540
0 ft-#
Mu': Downward =
297
482 ft-#
Mu: Design =
2,242
482 ft-#
Actual 1-Way Shear =
21.28
4.73 psi
Allow 1-Way Shear =
85.00
85.00 psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Shear..... Allowable
psi =
Bar Develop ABOVE Ht.
in =
Bar Lap/Hook BELOW Ht.
in =
Wall Weight
psf =
Rebar Depth 'd'
in =
Masonry Data
p Stem
Footing Strengths 8r Dimensions r
fc = 2,500 psi �Fy = 40,000 psi
Min. As % = 0.0012
Toe Width = 1.21 ft
Heel Width = 2.54
Total Footing Width =7�
Footing Thickness = 12.00 in
Stem OK
2.67
Masonry
16.00
# 4
8.00
Center
0.413
329.9
1,208.9
2,926.8
4.0
25.8
20.00
20.00
177.1
7.75
fm
psi=
1,500
Fs
psi =
20,000
Solid Grouting
=
Yes
Special Inspection
=
No
Modular Ratio'n'
=
25.78
Short Term Factor
=
1.330
Equiv. Solid Thick.
in =
15.62
Masonry Block Type =
Medium Weight
Concrete Data
fc
psi =
Fy
psi =
Key Width
Key Depth
Key Distance from Toe
Cover @ Top = 3.00 in
2nd
Stem OK
0.00
Masonry
16.00
# 4
8.00
Edge
0.328
422.5
2,233.3
6,815.5
3.0
25.8
20.00
6.00
177.1
13.00
1,500
20,000
Yes
No
25.78
1.330
15.62
0.00 in
0.00 in
0.00 ft
@ Btm.= 3.00 in
Other Acceptable Sizes & Spacings
Toe: #4@ 19.75 in, #5@ 30.50 in, #6@ 43.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Heel: Not req'd, Mu < S " Fr
Key: No key defined
f
CE31925 1
Exp. 12/31 /202 r
OF
TIMOTHY S. MALLIS CIVIL ENGINEER
Title:
Job #
ORCO BLOCK INC.
Dsgnr:
Date: 9:30AM, 13 DEC 07
Description:
- 4510 RUTILE ST.
RIVERSIDE, CA. 92509
Scope
(951) 685-1521
- Rev: 510300
User: KW-0603522,Ver5.13.22-Jun-1999,Win32 Cantilevered Retaining Null Design
Page 2
g
(C) 198199 ENERCALC
c:\documents and settings\tmallis\mv document
Description DUNE PALMS V RETAINING W/ 8'
32 X 32 PILASTER T LEVEL BACKFILL 70C WIND
& .258W SEISMIC W/ 4' WIDE FOOTING ALONG WALL
Summary of Overturning & Resisting Forces & Moments
"'-•CC".::.L:gSCa�'^'_:.L'^T'. �'?S.i:�3'3?�.i"^.'g+-:�� J*°o'PP�_^_T�.I!_3Y.wTi'AiP_9'�"CS.'Sl�_'-'-' `!L?A:A..:..."�"^S^��:?... .....OVERTURNING..... .....RESISTING.....
Force Distance Moment
Force Distance Moment
Item Ibs ft ft-#
lbs ft ft-#
Heel Active Pressure = 70.0 0.67 46.7
Soil Over Heel =
139.0 3.15 437.1
Toe Active Pressure = 0.42
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 405.0 6.50 2,632.5
Soil Over Toe =
34.7 0.60 21.0
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) -
1,771.2 1.88 3,321.0
Total = 475.0 O.T.M. = 2,679.2
Earth @ Stem Transitions =
Resisting/Overturning Ratio = 1.83
Footing Weight =
562.5 1.88 1,054.7
Vertical Loads used for Soil Pressure = 2,527.6 Ibs
Key Weight =
Vert. Component =
20.2 3.75 75.8
Vertical component of active pressure used for soil pressure
Total =
2,527.6 Ibs R.M.= 4,909.6
�A� S f
,+ Cc
3 1 S2 r
i Exp. 12/31 /2-008 .,
6' HIGH ORCO WALL SYSTEM SITE WALL
FOR 80 MPH WIND pia EXPOSURE C
I OPTIONAL RAT CAP
ESIGN CRITERIA:
ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF
ALLOWABLE LATERAL PASSIVE PRESSURE = 150 PCF
GROUT STRENGTH = 2000 PST @ 28 DAYS.
REINFORCING STEEL : GRADE 40 FOR #4 BARS AND SMALLER
BADE 60 FOR #5AND LARGER
SE 5MIIC - ZONE 4, Na = 1.05
1500 PSI MASONR Y COMPRESSION STRENGTH.
GOLF STRESSES USED - NO SPECIAL INSPECTION REQD.
S:'
TNCRETE BLOCK SHALL CONFORM TO UBC STD. 11-4. ORCO
PRECISION, SPLIT FACE, SLUMPED, OR WLDGELOCK BLOCK
BE U5ED
NVOWTE FOR R7077NG SHALL BE 1 PART CEMENT TO 2-1/1
IS SAND TO 3-1/1 PARTS GRAVEL WITH A MAXIMUM OF 1-112
.ONS OF WATER PER SACK PORTLAND CEMENT SHALL CONFORM
S M C 150 TYPE LTIV. Fc = 2000 PST
7NFORGNG STEEL SHALL BE DEFORMED AND CONFORM TO
NA 615 GRADE 40 FOR #4 BARS AND SMALLER, GRADE 60 FOR
NO LARGER PROVIDE 40 BAR DIAMETER LAP FOR GRADE 40
IR AND 46 BAR DIAMETER LAP FOR GRADE 60.
=BAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
CH IT IS LOCATED.
ONCRETE BLOCK SHALL BELAYED IN A RUNNING BOND
TERN WITH VERTICAL CONTINUITY OF THE CELLS UNO.
1 BLOCK CELLS CONTAINING VERTICAL REZ{AR SHALL BE SOLID
UT D.
SE OBP TYPE S MORTAR PROPORTIONED USING UBC TABLE NO.
. 1 PART CE 4ENT TO 1/1 PART LIME TO +1/1 PARTS DAMP,
SE SAND,
ROUT FOR CONCRETE BLOCK TO BE 1 PART CEMENT TO 3
P5 SAND (GROUT MAY CONTAIN 1 PAM 3/8" PEA GRAVEL IF
ITHER CONDITIONS ARE FAVORABLEAND BLOCK UNOBSTRUCTED
. SIZE LS SUFFICIENT TO ALLOW GOOD GROUT FLOW). WATER
LL BE ADDED TO PRODUCE GOOD GROUT RAW WITHOUT
REGATION OF THE CONSIMENTS
LOCK STEM MAY BE WET SET 1-1/2"INTO THE FOOTING WHILE
CONCRETE IS PfAS77C BLOCK STEM MAY BE PLACED TO
fER EDGE OF THE TRENCH TYPE FOOTING.
10077NG MUST BE POURED ON OR INTO UNDISTURBED
URAL SOIL OR ON C 001PACTED FILL WITH MIAOMUM
1PAC77ON OF 90 %.
FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE
DY FOR COACRETEAND ALL REQUIRED STEEL IS TIED IN PLACE
OND INSPECTION TO BE WHEN THE REQUIRED VERTICAL IS M
SAND THE BLOCK WALL IS READY TO GROUT.
MAXIMUM CONTROL JOINT SPACING: 40' O/C OR 20' O/C IF THE
115 TO BE STUCCO COATED.
COACHELLA VALLEY
HOUSING COALITION DUNE
PALMS/LA QUINTA
WALL TYPE 1 W/ INTEGRAL
COLOR SLUMPSTONE
TIMOTHY S. MALLIS CIVIL ENGINEER Title: Job #
ORCO BLOCK INC- Dsgnr: Date: 10:24AM, 13 DEC 07
Description
4510 RUTILE ST.
RIVERSIDE, CA. 92509 Scope:
(951)685-1521
Rev: 51030D �/�� Page 1
User :KVJ-0603522,Ver5.1.3,22-Jun-1999,Wn32 Cantilevered Retaining Wall Design
(c)1983-99 ENERCALC c:ldocuments and settinosltmallislmv documer
Description DUNE PALMS V RETAINING W/ 5'-6" WALL TYPE 1 T LEVEL BACKFILL 70C WIND &
.258W SEISMIC
Criteria
Retained Height =
1.00 ft
Wall height above soil =
5.50 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
3.00 in
Soil Density =
115.W pcf
Wind on Stem = 16.9 psf
Design Surn-
Total Bearing Load s = 740 Ibs
...resultant ecc. = 6.93 in
Soil Data
Allow Soil Bearing
= 2,000.0 psff
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 150.0
Water height over heel
= 0.0 ft
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Soil Pressure @ Toe
= 1,168 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less
Than Allowable
ACI Factored @ Toe
= 1,591 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 6.4 psi OK
Footing Shear @ Heel
= 3.1 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 1.64 OK
Sliding
= 2.31 OK
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force
163.0 Ibs
less 100% Passive Force = - 117.2 Ibs
less 100% Friction Force = - 259.1 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
-
Toe Heel
Factored Pressure =
1,591 0 ps
Mu': Upward =
469 0 ft
Mu': Downward =
96 168 ft
Mu: Design =
373 168 ft
Actual 1-Way Shear =
6.40 3.07 ps
Allow 1-Way Shear =
85.00 85.00 ps
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Stem COilStruction Top Stem
Stem OK
Design height
ft =
1.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
6.00
Rebar Size
=
# 4
Rebar Spacing
=
32.00
Rebar Placed at
=
Center
Design Data
fb/FB + fa/Fa
=
0.787
Total Force @ Section
Ibs =
93.0
Moment.... Actual
ft# =
255.6
Moment..... Allowable
ft-#=
324.8
Shear..... Actual
psi =
4.2
Shear..... Allowable
psi =
25.8
Bar Develop ABOVE Ht.
in =
20.00
Bar Lap/Hook BELOW Ht.
in =
20.00
Wall Weight
psf =
45.4
Rebar Depth 'd'
in =
2.75
Masonry Data
---
fm
psi=
1,500
Fs
psi =
20,000
Solid Grouting
=
No
Special Inspection
=
No
Modular Ratio 'n'
=
25.78
Short Term Factor
=
1.330
f Equiv. Solid Thick.
in =
3.90
# Masonry Block Type = Medium Weight
Concrete Data
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
Footing Strengths & Dimensions
c =- 2,500=psi
Fy _ 40,000 psi
Ain. As %
= 0.0012
roe Width
= 0.75 ft
-feel Width
= 1.25
Total Footing Width
=
-ootmg Thickness
= 12.00 In
4ey Width
= 0.00 in
Cey Depth
= 0.00 in
<ey Distance from Toe
= 0.00 ft
over @ Top = 3.00
in @ Btm.= 3.00 in
2nd
Stem OK
0.00
Masonry
6.00
# 4
24.00
Edge
0.983
110.5
354.4
360.5
3.7
25.8
20.00
6.00
62.6
2.75
1,500
20,000
Yes
No
25.78
1.330
5.60
CF31925 u'
Exp. 12/,1 /2008 '
d, n-
�q�� OF AI 1F�`��\P
TIMOTHY S. MALLIS CIVIL ENGINEER Title:
ORCO BLOCK INC. Dsgnr:
Description
4510 RUTILE ST.
RIVERSIDE, CA. 92509 Scope
(951)685-1521
Job #
Date: 10:24AM, 13 DEC 07
Rev: 510300 r-'Bye L
User. KW-0603522, Ver 513. 22-Jun-1999 W1n32 Cantilevered Retaining Wall Design
0) 1983-99 ENERCN-c c:ldocuments and settings\trnallislmy document
Description DUNE PALMS V RETAINING W/ 5'-6" WALL TYPE 1 T LEVEL BACKFILL 70C WIND &
.258W SEISMIC
Summary of O9 verturtiin & Resistn Forces Moments.
..... OVERTURNING ..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 70.0 0.67 46.7 Soil Over Heel = 86.3 1.63 140.2
Toe Active Pressure = 0.42 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 93.0 4.75 441.5
Soil Over Toe =
21.5
0.38
8.1
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) =
312.1
1.00
312.1
Total = 163.0 O.T.M. = 488-2
Earth @ Stem Transitions =
Resisting/Overturning Ratio = 1.64
Footing Weight =
300.0
1.00
300.0
Key Weight =
Vertical Loads used for Soil Pressure = 740.2 lbs
Vert. Component
=
20.2
2.00
40.4
Vertical component of active pressure used for soil pressure
Total =
740.2
lbs R.M.=
800.8
J
CE31925
Exp. 12/31 /2008
S/" C(VlL
RAT CAP
DE576NO UTEWA:
1. ALLOWABLE SO& BEARIAG PRERRM. ISM PSF
2 ALLOWABLE LATElM hLgnT FRESSURF=1507KF
3. GVUr57R8Yf.W - 2GM PSI 26DAYS.
4.RE ORCVG STEEL: GRADE 40 MR A454RSAPM SANIER
GUOE 60FOR PS AND LARGER
5. SE3MC-ZONE 4, N14 - t05
G 13W PSI MASOMRYLZWPR!SWON STRETG77L
HALFSTREZES U5W - NO SPCIIAL NWEC77701V RLip,
NOTE,
L CO CREFF NDCX SFWLL CONFORM ro L.WSTD 214. Cl (
STD. PREP SPITFACT SLIUFED, ON WLO[SOOSFLOCX
MAYBE WED
z Cv.CXm Rw FO'JTAGSFWL W 19ANTCE+BVT TO. 1/2
PARTS SAFD To 1.112 AW?S GRAY WITMA MQ@MM CF I-{Q
frif.lO16 C1` WATER PR54CX POKnAV9 C8EN19W1 CAWMM
TO AS/ 0750TYPE Eft -2RDi
3. ROAFOAC G SM SW1 BE DEFURMED AND CDY-V"70
A57N A 6I5 CiL 40 FOR AN BARS AMD 94VLM CRAVE 602W
ISAW L4RS91 PROVIDE 40 BAR LAP POP GRADE 40
RE W AND 48 BAR DIAMETER LAP FOR LRADF 60.
4. MAV SFWL BE CSWERE07R THE ONKRETE AL=CHI M
WavaFnalDDa7P.�
s CUM7tEPFB111Q"SINII BELAYEDINA RUARDW DOD
PATPERN•TTF YDRIfiv COMDNRIY fF 7FE MLS LNG,
6 All BLOOC CELLS CL77TADUW VERTYC L REBAPSAND. BE50"D
GKUifD.
T.IHCWTYPES AFORM PR0YKRT70MDLGW LOC TABLC O
z1w 7 vAPTCRENT ro 1/I FAe7 LLPETa+Yz MRISLPAMv,
LOD.SEs4b.
BCFDUTFUPCTl'1[RFIEm 1® TIU3
PwATArT55ADOPOOTNAYCWAVV F7SWF
sVEZSLIIO6ARER40QEAFV&WaL#44005
sFTAU,0WaPDr4 MTPR
9WBEAVPRODUCEGM06RDaTFfOwTI7OPT
SRiECATIOMOFTE CON4RA`NTS
a LRCUCSTEN FpYBWFT3ETl-1/r1NiD 77E WOTAB W/RIE
THE WAC ISPAS7M ALOMSIERM4YBEPLACIDro
EPFMEt Si ZOFTPE7ROWCHTYPE70OIDA-
Ia FOOWV MKTBE PoIAPED ON OR I IM= 7LRRW
FWTLAM SOL CA OY[gWAC7ED PILL WTTHA M Wff
R NIACrJ 1Y OF90W
tl. FDtST INSPWIA]M ro BEAFPHt FDOIRYG PRBRSESARE
READY FOP C0110" AAO ALL A[QL1 STM a 7197 MFUSLE
SEO]MDEPELDCN ro BE WHEN TFEAEC,RARHP VM77M aM
PIACEAMD TiE BWM WALL a RE401'TV 690t7 .
Iz MWMM CON/FIX JOWT 59ACI W OY1- CA 30 WCIE ME
WALLa7OEs71 amPP51
10' SETBACK
I
I I
I I
I I
I I
I I
L------J
I I
I I
I I
I I
I I
r______;
I I
I
I I
I I
I I
I I
I
I I
I I
I I
I I
I
I I
I I
I I
TYPE 2 RETAINING WALL
ORCO 6616 C74U
GROUTED ONLY @ VERT 57M
V BAR. PROVIDE 24' LAP
INTO 8X6X16 OVU.
#6 57D JOINT REINFORC EMENr
o
014"0/C (3 PLACES) PER UBC
STD. 21-10. USE #5STD. FOR
b
SLUMP BLOCK
#4 HORZ CONT. @ 24' O/C
LEVEL S407 FILL BA V-M W/
S=BACKRLL SOIL.
o
III _ WALL TYPE 3 W/ INTEGRAL
COLOR SLUMPSTONE
III_
o
COACHELLA VALLEY
Q
' DOWa HOUSING COALITION
z' an DUNE PALMS/LA QUANTA
bd-11-
12'DRAIKSTAR SUB -DRAIN CONTINMU5
PERNER-569. FOLLOW MfVS INSTALLATION
REMMENDA77ONS. PROVIDEOUTLETFrMAfG
AND 4' D THROUGH NEW WALL @ 100' INTERVALS.
�-I WEAR
ti
•
#4 12' O/C
0PAND RZ. CONT. @A®SSNOWN �TiOM
'B'
1J
�1
'A'
'B A
'F' DOWEL
'G' VERT
V BAR
2'-6'
#4032' 0/C 33'
#4®320/C '
#4f32' O/C P4
-F'-0-
12. L
6' F
Z'-8'
Z'-9'
#4®32' 0/C 4/'
#4�32• oic
#4t32' 0/C P7'
12' L
6'�
3'-4'
3'-0'
#4�16' 0/C 49'
L
#4032' 01C
#4®16' 0/C
12'
4'-0'
3'-3'
#5016' 0/C I5T
#4f32' 0/C
#4@16' 0/C `' U-
-Ar
1925�
12 31/200r i
;ilk '
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951) 685-1521
Rev: 510300
User :KW-0603522.Ver5.1.i, 22-Jun-1999 Wn32 Cantilevered Retaining Wall Design
I (c) 1983-99 ENERCALC
Title :
Dsgnr:
Description
Scope :
Job #
Date: 4.40PM, 12 DEC 07
Page 1
Description DUNE PALMS 2' RETAINING W/ 6' CMU WALL ON TOP LEVEL BACKFILL 80C WIND
& .258W SEISMIC
Criteria
Retained Height =
2.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
3.00 in
Soil Density =
115.00 pcf
Wind on Stem = 16.9 psf
Design summary
:L..��S�1C•i1_Pr. - .Yv:�iS.4L..+v'i..v�4i:�c
Total Bearing Load = 1,250 Ibs
...resultant ecc. = 9.25 in
Soil Pressure @ Toe = 1,739 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 2,000 psf
Soil Pressure Less Than Allowable
Soil Data Footing Strengths &Dimensions f
Allow Soil Bearing = 2,000.0 psf fc = 2,500 psi
Fy = 40,000 psi
Equivalent Fluid Pressure Method
Min. As %
= 0.0012
Heel Active Pressure = 35.0
Toe Width
= 0.00 ft
Toe Active Pressure = 0.0
Heel Width
= 2.50
Passive Pressure = 150.0
Total Footing Width
= 2.50-
Water height over heel = 0.0 ft
Footing Thickness
= 12.00 in
FootingjjSoil Friction = 0.350
Soil height to ignore
Key Width
0.00 in =
for passive pressure = 0.00 in
Key Depth
0.00 in
Key Distance from Toe
- 0.00 ft
Cover @ Top = 3.00
in @ Btm.= 3.00 in
Stem Construction Top Stem 2nd
z s ^ ' K=n •Y -x
Stem OK Stem OK
Design height 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
ACI Factored @ Toe =
2,346 psf
. fb1FB + fa/Fa
�/FB
_
0.937
0.791
ACI Factored @Heel =
D psf
Total Force @ Section
Ibs =
101.4
171.4
Footing Shear @ Toe =
0.0 psi OK
Moment.... Actual
ft-# =
304.2
553.7
Footing Shear @ Heel =
10.3 psi OK
Moment..... Allowable
ft-# =
324.8
699.6
Allowable =
85.0 psi
Shear..... Actual
psi =
4.5
2.9
Wall Stability Ratios
Overturning =
1.78 OK
Shear ..... Allowable
psi =
25.8
22.3
Sliding =
2.14 OK
Bar Develop ABOVE Ht.
in =
20.00
20.00
Sliding Calcs (Vertical Component Used)
Bar Lap/Hook BELOW Ht. in =
20.00
6.00
Lateral Sliding Force =
258.9 Ibs
Wall Weight
psf =
42.0
78.0
less 100% Passive Force = -
117.2 Ibs
Rebar Depth V
in =
2.75
5.25
less 100% Friction Force = -
437.6 Ibs
Masonry Data
Added Force Req'd =
0.0 Ibs OK
f m
Fs
psi =
psi =
1,500
20,000
1,500
20,000
....for 1.5 : 1 Stability =
0.0 Ibs OK
Solid Grouting
=
No
Yes
Footing Desi n Results
Special Inspection
=
No
No
. �__-
Modular Ratio'n'
=
25.78
25.78
Toe
Heel
Short Term Factor
=
1.330
1.150
Factored Pressure = 2,346 0 psf
Equiv. Solid Thick.
in =
3.90
7.60
Mu': Upward =
0 0 ft-#
Masonry Block Type =
Medium Weight
Mu': Downward =
0 0 ft-#
Concrete Data
Mu: Design =
0 941 ft-#
fc
psi=
ActualI -Way Shear = 0.00 10.32psi
Fy
psi=
Allow 1-Way Shear = 0.00 85.00 psi other Acceptable Sizes & Spacings
Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S . Fr
Key Reinforcing = None Spec'd Key: No key defined
�- Jr
c CE5
Exp. 12/a /2008 � hi
CIVIL
U` CAUr
TIMOTHY S. MALLIS CIVIL ENGINEER Title:
ORCO BLOCK INC. Dsgnr:
Description
4510 RLITILE ST.
RIVERSIDE, CA. 92509 Scope:
(951) 685-1521
Job #
Date: 4:40PM, 12 DEC 07
User KV4-0603522, Ver 5.1.3. 22-Jun-1999, Win32 Cantilevered Retaining Wall Design rays c
(c) 198a-99 ENERCALC cAdocuments and settinpsltmallislmv document
Description DUNE PALMS 2' RETAINING W/ 6' CMU WALL ON TOP LEVEL BACKFILL 80C WIND
& .258W SEISMIC
Summar�r of Overturning & Resistin_g Forces &Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Heel Active F ressure = )Dl.Z
).uv
Toe Active Pressure =
0.42
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 101.4
6.00
SeismicLoad =
Total = 258.9 O.T.M. _
Resisting/Overturning Ratio
= 1.78
Vertical Loads used for Soil Pressure =
1,250.2 Ibs
Vertical component of active pressure used for soil pressure
157.5 Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
608.4 Soil Over Toe
Surcharge Over Toe =
Stem Weight(s) _
765.9 Earth @ Stem Transitions =
Footing Weight =
Key Weight =
Vert. Component =
Total =
421.7 1.58 667.6
KM
408.0
0.28
115.0
375.0
1.25
468.7
45.5
2.50
113.8
1,250.2
Ibs R.M.=
1,365.1
u]
a CE31���
Exp. 12/ 31 /20 j,6
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
` RIVERSIDE, CA. 92509
(951) 685-1521
Title :
Dsgnr:
Description
Scope:
Rev: 510300
User KW-0603522, Ver5.1.3, 22-Jun-1999, Win32 Cantilevered Retaining Wall Design
ICI 15B3-99 ENERCALC I
Job #
Date: 4:40PM, 12 DEC 07
Description DUNE PALMS 2'-8" RETAINING W16' CMU WALL ON TOP LEVEL BACKFILL 80C
WIND & .258W SEISMIC
Criteria
Retained Height =
2.67ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
3.00 in
Soil Density =
115.00 pcf
Wind on Stem = 16.9 psf
Design Summer
Total Bearing Load = 1,581 Ibs
...resultant ecc. = 8.79 in
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 150.0
Water height over heel
= 0.0 ft
FootingjjSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Soil Pressure @ Toe
= 1,641 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 2,198 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 0.0 psi OK
Footing Shear @ Heel
= 14.2 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 2.05 OK
Sliding
= 1.99 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 337.1 Ibs
less 100% Passive Force = - 117.2 Ibs
less 100% Friction Force = - 553.2 lbs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure =
2,198 0 ps
Mu': Upward =
0 0 ft
Mu' : Downward =
0 0 ft
Mu: Design =
0 1,166ft
Actual 1-Way Shear =
0.00 14.20 psi
Allow 1-Way Shear =
0.00 85.00 ps
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Stem Construction
#
= Top Stem
Stem OK
Design height
ft =
2.67
Wall Material Above "Hf'
=
Masonry
Thickness
=
6.00
Rebar Size
=
# 4
Rebar Spacing
=
32.00
Rebar Placed at
=
Center
Design Data
fb/FB + fa/Fa
=
0.937
Total Force @ Section
Ibs =
101.4
Moment.... Actual
ft-# =
304.2
Moment..... Allowable
ft-# =
324.8
Shear..... Actual
psi =
4.5
Shear..... Allowable
psi =
25.8
Bar Develop ABOVE Ht.
in =
20.00
Bar Lap/Hook BELOW Ht.
in =
20.00
Wall Weight
psf =
42.0
Rebar Depth 'd'
in =
2.75
Masonry Data -
f m
psi =
1,500
Fs
psi =
20,000
Solid Grouting
=
No
Special Inspection
=
No
Modular Ration'
=
25.78
Short Term Factor
=
1.330
f Equiv. Solid Thick.
in =
3.90
Masonry Block Type = Medium Weight
# Concrete Data
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
Page 1
Footing Strengths & Dimensions
'c = 2,500 psi
Fy = 40,000 psi
Min. As %
= 0.0012
Toe Width
= 0.00 ft
Heel Width
= 2.75
Total Footing Width
=
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
Cover @ Top = 3.00
in @ Btm.= 3.00 in
2nd
Stem OK
0.00
Masonry
8.00
# 4
32.00
Edge
0.981
226.2
686.0
699.6
3.8
22.3
20.00
6.31
78.0
5.25
1,500
20,000
Yes
No
25.78
1.150
7.60
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951) 685-1521
Title :
Dsgnr:
Description:
Scope:
Job #
Date: 4:40PM, 12 DEC 07
Rev: 510300 Page 2
User: KW-0603522. Ver 5. 1.3. 22-Jun- 1999, ~32 Cantilevered Retaining Wall Design
l-1c11983-99ENERCALC c:\documents and settings\tmallislmy document
Description DUNE PALMS 2'-8" RETAINING W/ 6' CMU WALL ON TOP LEVEL BACKFILL 80C
WIND & .258W SEISMIC
Summary], of Overturnin 8� Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# lbs ft ft-#
Heel Active Pressure = 235.7 1.22 288.3 Soil Over Heel = 639.7 1.71 1,092.8
Toe Active Pressure = 0.42 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 101.4 6.67 676.3
Soil Over Toe =
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) =
460.3
0.29
132.4
Total = 337.1 O.T.M. = 964.7
Earth @ Stem Transitions =
Resisting/Overturning Ratio = 2.06
Footing Weight =
412.5
1.38
567.2
Key Weight =
Vertical Loads used for Soil Pressure = 1,580.5 Ibs
Vert. Component
=
68.1
2.75
187.3
Vertical component of active pressure used for soil pressure
Total =
1,580.5 Ibs
R.M.=
1,979.7
`...r
i , `a.
' CF.31925
�z Exp. 12/3114 l i
l/
��9T1C1VIL�f�
�✓ C�f
V
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951) 685-1521
Rev: 510300
User KW-0603522. Ver 5 1 3. 22-Jun-1999, Wm32
(.) 1983-99 ENERCALC
Title:
Dsgnr:
Description
Scope:
Cantilevered Retaining Wall Design
Job #
Date: 4.40PM, 12 DEC 07
Description DUNE PALMS T-4" RETAINING W/ 6' CMU WALL ON TOP LEVEL BACKFILL 80C
WIND & .258W SEISMIC
Criteria
Retained Height =
3.33 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
3.00 in
Soil Density =
115.00 pcf
Wind on Stem = 16.9 psf
Design Summary
Total Bearing Load = 1,950 Ibs
...resultant ecc. = 8.58 in
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 150.0
Water height over heel
= 0.0 ft
FootingIlSoil Friction
= 0.3S0
Soil height to ignore
for passive pressure
= 0.00 in
Soil Pressure @ Toe
= 1,657 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 2,207 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 0.0 psi OK
Footing Shear @ Heel
= 18.6 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 2.26 OK
Sliding
= 1.86 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 429.5 Ibs
less 100% Passive Force = - 117.2 Ibs
less 100% Friction Force = - 682.5 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
FootingDesi n Results
Toe Heel
Factored Pressure =
2,207 0 ps
Mu': Upward =
0 0 ft
Mu': Downward =
0 0 ft
Mu: Design =
0 1,457ft
Actual 1-Way Shear =
0.00 18.65 ps
Allow 1-Way Shear =
0.00 85.00 ps
Toe Reinforcing =
None Specd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Stem Construction
#
Top Stem
su,y=
Stem OK
Design height
ft =
3.33
Wall Material Above "Ht"
=
Masonry
Thickness
=
6.00
Rebar Size
=
# 4
Rebar Spacing
=
32.00
Rebar Placed at
=
Center
Design Data
fb/FB + fa/Fa
=
0.937
Total Force @ Section
Ibs =
101.4
Moment.... Actual
ft-# =
304.2
Moment..... Allowable
ft-# =
324.8
Shear..... Actual
psi =
4.5
Shear..... Allowable
psi =
25.8
Bar Develop ABOVE Ht.
in =
20.00
Bar Lap/Hook BELOW Ht.
in =
20.00
Wall Weight
psf =
42.0
Rebar Depth 'd'
in =
2.75
Masonry Data
f m
psi =
1,500
Fs
psi =
20,000
Solid Grouting
=
No
Special Inspection
=
No
Modular Ratio'n'
=
25.78
Short Term Factor
=
1.330
f Equiv. Solid Thick.
in =
3.90
Masonry Block Type = Medium Weight
# Concrete Data
fc
psi =
i Fy
psi =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ` Fr
Heel: Not req'd, Mu < S " Fr
Key: No key defined
Page 1
Footing Strengths & Dimensions '
c = 2,500 psi
Fy = 40,000 psi
Ain, As %
= 0.0012
Toe Width
= 0.00 ft
Heel Width
= 3.00
Total Footing Width
= ---- 3-.0-9-
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
Cover @ Top = 3.00
in @ Btm.= 3.00 in
2nd
Stem OK
0.00
Masonry
8.00
# 4
16.00
Edge
0.823
295.5
857.3
1,041.2
5.2
22.3
20.00
6.00
78.0
5.25
1,500
20,000
Yes
No
25.78
1.150
7.60
/C'_
CE31325 (b
Exp. 12/31 J
/Z008
CIVIL
OF
Al IFS/
TIMOTHY S. MALLIS CIVIL ENGINEER Title:
ORCO BLOCK INC. Dsgnr:
� 4510 RUTILE ST. Description
RIVERSIDE, CA. 92509 Scope:
(951) 685-1521
I Rev 510300
User:KW-0603522,Ver51.3.22-Jurn1999.WA32 Cantilevered Retaining Wall Design
(6) 1983-99 ENEftCALC
Job #
Date: 4:40PM, 12 DEC 07
Description DUNE PALMS T-4" RETAINING W/ 6' CMU WALL ON TOP LEVEL BACKFILL 80C
WIND & .258W SEISMIC
Page 2
Summary of Overturnin 8� Resisting
Forces 8� Moments
y
....OVERTURNING.....
.....RESISTING.....
Force Distance
Moment
Force Distance Moment
Item
Ibs ft
ft-#
Ibs ft ft-#
Heel Active Pressure =
328.1 1.44
473.6 Soil Over Heel =
893.6 1.83 1,638.2
Toe Active Pressure =
0.42
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil =
101.4 7.33
743.3 Soil Over Toe =
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) - 511.7 0.29 149.6
Total = 429.5 O.T.M. = 1,216.8 Earth @ Stem Transitions =
Resisting/Overturning Ratio = 2.26 Footing Weight = 450.0 1.50 675.0
Vertical Loads used for Soil Pressure = 1,950.1 Ibs Key Weight =
Vert. Component = 94.8 3.00 284.4
Vertical component of active pressure used for soil pressure Total = 1,950.1 Ibs R.M.= 2,747.1
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951) 685-1521
V Rev: 51113111)
User. KW-0603522, Ver 5.1.3. 22-J-1999, Win32
L (C) 1983-99 ENERCALC
Title :
Dsgnr:
Description
Scope :
Cantilevered Retaining Null Design
Job #
Date: 4:40PM, 12 DEC 07
Description DUNE PALMS 4'-0" RETAINING W/ 6' CMU WALL ON TOP LEVEL BACKFILL 80C
WIND & .258W SEISMIC
Criteria
Retained Height =
4.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
3.00 in
Soil Density =
115.00 pcf
Wind on Stem = 16.9 psf
Desi n Suimaryg.
�a
Total Bearing Load = 2,366 Ibs
...resultant ecc. = 8.56 in
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 150.0
Water height over heel
= 00 ft
FootingIlSoil Friction
= 0.350
Soil height to ignore
for passive pressure
= 0.00 in
Soil Pressure @ Toe
= 1,731 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 2,294 psf
ACI Factored @ Heel
= 0 psf
Footing Shear @ Toe
= 0.0 psi OK
Footing Shear @ Heel
= 23.7 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 2.40 OK
Sliding
= 1.75 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 538.9 Ibs
less 100% Passive Force = - 117.2 Ibs
less 100% Friction Force = - 828.2 Ibs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5 : 1 Stability
= 0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure =
2,294 0 ps
Mu': Upward =
0 0 ft
Mu' : Downward =
0 0 ft
Mu: Design =
0 1,841 ft-#
Actual 1-Way Shear =
0.00 23.74 psi
Allow 1-Way Shear =
0.00 85.00 psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
Stem Construction -, T
Design height
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fb/FB + fa/Fa
=
Total Force @ Section
Ibs =
Moment.... Actual
ft-# _
Moment..... Allowable
ft-# _
Shear..... Actual
psi =
Shear..... Allowable
psi =
Bar Develop ABOVE Ht.
in =
Bar Lap/Hook BELOW Ht.
in =
Wall Weight
psf =
Rebar Depth 'd'
in =
Masonry Data
p Stem
Stem O
4.
Mason
6.
32.0
Cent
Page 1
Footing Strengths & Dimensions 7
_
00
00
er
fcf = 2,500 psi
Fy = 40,000 psi
Min" As %
= 0.0012
Toe Width
= 0.00 ft
Heel Width
= 3.25
Total Footing Width
= � 1,
Footing Thickness
= 12.00 in
Key Width
= 0.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
2nd
K Stem OK
0.00
ry Masonry
8.00
4 # 5
0 16.00
Edge
0.937
101.4
304.2
324.8
4.5
25.8
20.00
20.00
42"0
2.75
fm
f
#
-#
psi=
1,500
Fs
psi =
20,000
Solid Grouting
=
No
Special Inspection
=
No
Modular Ratio'n'
=
25.78
Short Term Factor
=
1.330
Equiv. Solid Thick.
in =
3.90
Masonry Block Type =
Medium Weight
Concrete Data
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
0.890
381.4
1,083.1
1,216.7
5.8
22.3
25.00
6.00
78.0
5.25
1,500
20,000
Yes
No
25.78
1.150
7.60
CE-319.25
ExP- 12131/200
8
J'
VI �1
TIMOTHY S. MALLIS CIVIL ENGINEER Title: Job #
ORCO BLOCK INC. Dsgnr: Date: 4.40PM, 12 DEC 07
� 4510 RUTILE ST. Description
• RIVERSIDE, CA. 92509 Scope:
a (951) 685-1521
N Rev, 510300 Page 2
User: KVJ- 1,22. Ver 5.1.3. 22-Jun-1999, Wn32 Cantilevered Retaining Wall Design
(c) 1983-99 ENERCALC c:\documents and settingsltmallis\my documen
Description DUNE PALMS 4'-0" RETAINING W/ 6' CMU WALL ON TOP LEVEL BACKFILL 80C
WIND & .258W SEISMIC
Summary of Overturnin 8: Resisting Forces &Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs It ft-# Ibs ft ft-#
Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 1,188.3 1.96 2.327.2
Toe Active Pressure = 0.42 Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 101.4 8.00 811.2
Soil Over Toe =
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) =
564.0
0.30
167.0
Total = 538.9 O.T.M. = 1,540.4
Earth @ Stem Transitions =
Resisting/Overturning Ratio = 2.40
Footing Weight =
487.5
1.63
792.2
Key Weight =
Vertical Loads used for Soil Pressure = 2,366.2 Ibs
Vert. Component
=
126.4
3.25
410.8
Vertical component of active pressure used for soil pressure
Total =
2,366.2 Ibs
R.M.=
3,697.1