05-5469 (BLCK)P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number: 05-0000_54-6.9
Property Address: 45200 WASHINGTON ST
APN: 604-040-999- -
Application description: WALL/FENCE
Property Zoning: TOURIST COMMERCIAL
Application valuation: 33921
Applicant: Architect or
l
VOICE 760 777-7012
4
FAX (760) 777-7011
BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 1/24/06
Owner:
CP DEV LQ LLC
77564 COUNTRY CLUB DR # 100
PALM DESERT,. CA 92260
(760)360-8001
_ r
Contractor:
TURNER CONSTRUCTION COMPANY
44-139 MONTEREY AVE STE 201
PALM DESERT, CA 92260
(760) 340-6161
Lic. No.: 210639
LICENSED CONTRACTOR'S DECLARATION _
WORKER'S COMPENSATION DECLARATION
-_ I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing,with
I hereby affirm under penalty of perjury one of the following declarations: - -
Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect.
- _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
License Cl s: B - License No.: 210639
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
)
/
issued.
DL Data..� Contractor. '� -'
_ I have and will maintain workers` compensation insurance, as required by Section 3700 of the tabor
-
Code, for the performance of the work.for which this permit is issued. My workers' compensation'
WNER-BUILDER DECLARATION - -
insurance. carrier and policy number are:
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
Carrier LM INSURANCE Policy Number WC762591131355
following reason (Sec. 7031.5; Business and Professions Code: Any city or county that requires a permit to
_ I certify that, in the performance of the work. for which this permit is issued, I shall not employ any _
_ construct, alter, improve, demolish; or repair any structure, prior to its issuance, also requires the applicant for the
person in any manner so as to become subject to the workers' compensation laws of California,
permit to file asigned-statement that he or she is licensed pursuant to the provisions of the Contractor's State
and agree that, if I should become subject to the workers' compensation provisions of Section
License Law (Chapter 9'(commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she.is-exempt therefrom and the basis for the alleged exemption." Any violation of Section 7031.5 by
P700 of the Labor Code I shall forthwith comply with those provisions. i-
{, ��
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ,($500).:
�D'^ ate:11�4 60 Applicant.
(_ 1 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
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE. IS UNLAWFUL, AND SHALL
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED. THOUSAND
- and who does the work himself or herself through his or her own employees, provided that the
DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEESs _ ..
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.). -
APPLICANT ACKNOWLEDGEMENT ,
(_ 1 I,.as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
- IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the
' 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
conditions and restrictions set forth -on this application.
property who builds or improves thereon, and who contracts for the projects with a contractorls) licensed
1 . Each person upon whose behalf this application is made, each person at whose request and for
pursuant to the Contractors' State License Law.). '_
whose benefit work is performed under or pursuant to any permit issued as a result of this application,
1 1 I am exempt under Sec. B.&P.C. for this reason
the owner, and the applicant; each agrees to, and shall defend, indemnify and hold harmless the City
of La Quinta, its officers, agents and employees for any act or omission related to the work being
- -performed
under or following issuance of this permit.
Date: Owner.'
2. Any permit issued as a result of this application becomes null and void if work is not commenced'
- - -
_
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
CONSTRUCTION LENDING AGENCY -_
permit to cancellation. -
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the _
I certify that I have read this application and state that the above information is correct. I agree to comply with all '
work for which this, permit is issued (Sec. 3097, Civ. C.).
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
- - -
of this co t to enter upon the above-mentioned property for inspection pur s-
Lender's Name:. -
t- A
—Date V� Signature -(Applicant -or -Agent):- _ -
Lender's Address:
LQPERMIT
Application Number . . . . . 05-00005469.
Permit . . . WALL/FENCE PERMIT
Additional•desc .
Permit Fee, 310.50 Plan Check
Fee
.00
Issue Date Valuation
.. . .
. 33921
Expiration Date 7/23/06
Qty Unit Charge Per
Extension
BASE FEE.
252.00
9.00 6:5000 THOU BLDG 25,001-50,000
58.50
• - ------.----------------------,------
Special Notes and Comments
--------
'905 LF 6' PERIMETER WALL & 760 LF 316"
WALL PER CDD & P/W'S WETSTAMPED
APPROVED PLANS & ORCO STANDARD.
_
MONUMENT SIGNS REQUIRE.SEPERATE PERMIT.
Fee summary Charged Paid Credited
Due
-- - - - - -- - - - - - - - ------ - - - - ------ -- - - ------ - - -
Permit Fee Total 310.50 .00
- - - --,--------
.00
310.50
Plan 'Check Total .00 .00
.00•
- .00
Grand Total 310.50 :00'
.00
310.50
3 ;
_LQPERMIT • . {. •
r .
Total Permit Fees 3/ o Sip
1
Bin #.
City of La Qui'ta
Building & Safety Division
Permit # P.O. Box 1504, 78-495 Calle Tampico
"
La Quinta, CA 92253 - (760) 777-7012
" 5q
Building Permit Application and Tracking Sheet
Project Address: '
Owner's Name: G �EV ELOPNl6MY L� Q L
A. P. Number:
Address: .7 %S�0 e4VNT" CLU B�DR. 4" I pp
Legal Description:
City, ST Zip: rLN
Z2%QContractor:
/ a •
'�60
. Telephone: _ 0� Q ,
.
Address: y 3 !t
Project Description:
City, ST, Zip: •
Co
N s. R�ucrl o f-
Telephone: '7 � � $8-5 6a �. � s d '
LOG ALL FO A 14 j L4
State Lie. # : (pCity Lie. #: Qq q
�lOo u1,1'E.S
Arch( Engr. Designer: MSBVL•� IVB
Address: Iq zoo
tn-
City, ST, Zip:. c�bko.I.IZAoGi G x276
Telephone: 76 0— c3 —g � � Constntotion Type: Occupancy:
State Lic. #: G
;
Project type (circle one): New Add'n Alter Repair Demo
Name of Contact Person:5TRIJ2
'
i
Ft.: I �bS # Stories: # Units:
^,
Telephone # of Contact Person: 60 ..
_ S�6 Estimated Value of.Pr t:—
APPLICANT: DO NOT WRITE BELOW THIS LINE 4, f : OSLF 514-: '7(,O LF
# Submittal Req'd Recd TRACKING PERMIT FEES
Plan Sets Plan Check submitted 1 ` Item Amount
Structural Calcs. Reviewed, ready for corrections Plan Check Deposit
Truss Calcs. Called Contact Person Plan Check Balance
Energy Calcs. Plans picked up Construction
Flood plain plan Plans resubmitted Mechanical
Grading: plan 2'a Review, ready [or correctionsrssue Electrical
Subcontactor List Called Contact Person Plumbing
Grant Deed Plans picked up S:M.I:
II.O.A. Approval Plans resubmitted Grading
IN ROUSE:- 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 3/ o Sip
DEBRIS DEPOSITED ON THEM AS ;
J.. t
'ATISFACTION OF THE CITY y "
_>
r
a
N .
ENCE WITH THE
•RFO MANCOF WORK UPON ti,
-
TAIN A NATIONAL POLLUTANT
DISCHARGE'ELIMINATION SYSTEM(NPDES)�PERMIT. OWNERS/DEVELOPERS 'ARE REQUIRED TO FILE A NOTICE OF
INTENT (N01) WITH THE WATER -RESOURCES CONTROL. BOARD (SWRCB), PREPARE A STORM _WATER POLLUTION
i x HE SITE
A
AND MONITORING PLN FOR T. THE NATIONAL POLLUTANT DISCHARGE.'-.
- 'PREVENTION PLAN (SWPPP) t � ` i •'
ELIMINATION SYSTEM IS A NATIONAL PROGRAM TO CONTROL NON–POINT SOURCE POLLUTANTS CARRIED BY + i
IMPLEMENTED AND ENFORCED BY THE STATE WATER RESOURCES CONTROL'"r'
STORM WATER. THE PROGRAM IS
` BOARD. ,
14. THE CITY RETAINS THE RIGHT TO REQUIRE PLAN REVISIONS, AS.. NECESSARY, SUBSEQUENT TO PLAN
` APPROVAL, BUT PRIOR TO COMPLETION, OF THE IMPROVEMENTS SHOWN ON, THESE PLANS, IF ANY NEW = j
r= STREET IMPROVEMENTS HAVE BEEN .INSTALLED BY THE CITY OR A THIRD PARTY WITHIN, THE IMMEDIATE r. '
VICINITY OF THE IMPROVEMENTS PROPOSED BY THESE PLANS THAT IMPACT THE DESIGN INTEGRITY OF THE
IMPROVEMENT PROPOSED IN THESE PLANS AS ORIGINALLY APPROVED. ALL COSTS, INCLUDING BUT NOT w
E LIMITED TO DESIGN AND IMPROVEMENT COSTS, INCURRED . AS A RESULT. OF ANY DESIGN' REVISIONS SHALL BE -
.+4 ,
;"*' BORNE' BY�THE IMPROVEMENT SPONSORS.
15. THESE PLANS ARE VALID FOR A ,PERIOD NOT, TO EXCEED .EIGHTEEN (18) MONTHS FROM. DATE OF
APPROVAL. THE IMPROVEMENT SPONSOR SHALL BEAR ALL COSTS ASSOCIATED WITH UPDATING ,THE PLANS,
— INCLUDING,- BUT NOT LIMITED TO, DESIGN AND IMPROVEMENT COSTS, TO AFFECT COMPLIANCE WITH ANY NEW
+ CITY STANDARDS, ORDINANCES, OR LAWS AND,— REGULATIONS, ENACTED OR ADOPTED BY THE CITY OR OTHER I
_ JURISDICTIONS'WITH AUTHORITY SUBSEQUENT TO THE PLAN APPROVAL DATE.
' 16. CONTRACTOR SHALL REMOVE AND REPLACE EXISTING SIDEWALK AS NEEDED AT ALL LOCATIONS -WHERE
IT IS CRACKED, UNEVEN .AT JOINTS, OR OTHERWISE DAMAGED, PURSUANT TO STREETS AND HIGHWAYS CODE ;' s
SECTION 5610. THIS • REQUIREMENT APPLIES TO ALL SIDEWALK LOCATED, IN PUBLIC RIGHT. OF..WAY 'ADJACENT
TO PROPERTY BEING DEVELOPED.
Iry
• NOTE TO CONTRACTOR- SITE CONDITIONS_
3 CONTRACTOR AGREES TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE,JOB
•SITE. CONDITION I
DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING -THE SAFETY OF ALL PERSONS AND.
I
REQUIREMENT, APPLIES CONTINUOUSLY AND IS NOT LIMITED TO NORMAL WORKING HOURS:
PROPERTY. THIS REQU
THE CONTRACTOR ALSO AGREES TO DEFEND, INDEMNIFY, AND HOLD THE OWNER AND,THE, MSA CONSULTING,
INC., AL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE,
HARMLESS FROM ANY AND ALL LIABILITY, RE
ILITY ARISING FROM THE SOLE NEGLIGENCE OF THE .OWNER
OF WORK ON THIS PROJECT, • EXCEPTING'. FOR. LIAB
OR MSA CONSULTING, INC.!
.. 1' •' .- s ii
NOTE TO CONTRACTOR- EXISTING UTILITIES.
INT THE LOCATIONS OF UNDERGROUND UTILITIES SHOWN ON THE PLANS WERE OBTAINED FROM A REVIEW OF
LA
R 'DATA. WHILE DUE CARE WAS TAKEN IN PREPARATION -OF
AVAILABLE
INFORMATION, MSA iC
)F AVAILABLE RECO D
rA� ®�p�e CONSULTING, INC. CANNOT AND DOES -NOT GUARANTEE THE ACCURACY NOR THE COMPLETENESS OF THE'
,ks/En'ginS INFORMATION. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY
s,.
IROVEDONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATIONS OF ALL EXISTING UTILITIES BEFORE ll ,
COMMENCING WORK..
YTHE.: CONTRACTOR AGREES TO BE FULLY RESPONSIBLE_,FOR 'AN
Y AND ALL DAMAGES, WHICH RESULT FROM
+I
_ s -
Pl HIS FAILURE ATO LOCATE`'EXACTLY' AND •PRESERVE ANY AND `ALL UNDERGROUND UTILITIES.. THE, CONTRACTOR
-
SHALL' POTHOLE PROPOSED CROSSINGS OF EXISTING 'UiILIIItS PRIOR Tu CQt�STRUC.'ON=ANL�,SHALL,-VERIFY:
THEIR HORIZONTAL AND VERTICAL LOCATIONS. IN THE EVENT, DURING CONSTRUCTION, THAT UNKNOWN
UTILITIES,OR UNKNOWN STRUCTURES ARE FOUND'AT UNEXPECTED ELEVATIONS OR LOCATIONS, MSA
CONSULTING, INC.
ANGES .AND THIS TO BE NOTIFIED OF SUCH CONDITION AT ONCE. MSA CONSULTING,
WILL
REPA RS
�p REQUIRED DESIGN CHU . I
E CONTRACTOR AGREES TO COMPLETE ALL WORK, INCLUDING -
N .Y 1'l:r REQUIRED, IN AN EXPEDITIOUS ,MANNER; THE 'CONTRACTOR FURTHER AGREES TO PURSUE DILIGENTLY THE ,
COMPLETION. OF SAID WORK. '
ANY DISCREPANCY BETWEEN THE PLANS AND, FIELD SHALL BE BROUGHT •TO THE ATTENTION OF MSA ? 4.
TOR SHALL NOTIFY MSA CONSULTING, INC. PRIOR TO POTHOL
c— CONSULTING, INING. IF
C. THE CONTRACTOR
v `
NECESSARY, MSA CONSULTING, INC. SHALL REVISE THE PLANS. THE CONTRACTOR SHALL' BEGIN
s. CONSTRUCTION AFTER REVISIONS ARE APPROVED.
NOTE TO\CONTR'ACTOR. .QUANTITY ESTIMATE
MSA CONSULTING;` INC. MAKES NO REPRESENTATION CONCERNING THE ESTIMATED QUANTITIES ON THESE o
. '
PLANS, EXCEPT -THAT ALL•SUCH FIGURES, INCLUDING ALL EARTHWORK 'QUANTITIES, ARE PRELIMINARY
ESTIMATES AND. FOR -PERMIT PURPOSES ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PREPARE Q
HIS OWN QUANTITY ESTIMATE FOR CONSTRUCTION OR COST PURPOSES. MSA CONSULTING, INC.. SHALL" NOT o
BE RESPONSIBLE FOR ANY DEVIATIONS BETWEEN ESTIMATED QUANTITIES AND ACTUAL QUANTITIES AT THE TIME
– ..
OF CONSTRUCTION.
tt S 1 moi, r i�t+•'., .s - - • - -, � • �, a �
UTILITIES
r . +t •
WATER COACHELLA VALLEY WATER DISTRICT (760) 398-2651 3. .
SEWER COACHELLA VALLEY WATER -DISTRICT (760) 398-2651 -
;' " ELECTRIC IMPERIAL IRRIGATION DISTRICT (760) 202-4291
GAS THE GAS COMPANY w (760) 323-1851 0
Y COMMUNITY. DEVELOPMENTUIAMEf�� TELEPHONE VERIZON (800) 483-5000�DATE �S . CABLE T.V. TIME -WARNER (760) 340-1312 EXT,281 3
800 227-2600
USA UNDERGROUND ALERT ( ) c
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(�i''� h.�'InL:���� awl .. � . c�: •� ,
N
TACALIFORNIA SHEET a
CITY -OF LA QUIN . 1 Nti
METER BLOCK WALL PLAN °F
,• PERI 4
• COVER SHEET '
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HEFT
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rm = >�n Psr W�Na 5PFf7lAL /NSAli77CMIL
,.CDN0W7FXDa 9i4UCWMRMTDLOCSM.21-4&USFOW
mESMORTAR PBQ Zwsm No. 21-15
►bEAnNA615 G MUE4057M KA GRADE 60 FOR #S&4R5
AND UR
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F0arAGWNOTEW.- 25W FM MN. 0 28 a4YS LdE TYPE
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PROVME3-MIN. C3VO MR!$4R COM FOR ANY FDOTM
AGW6rX4n4 LS0lL
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PROVME9096 MR &40V3U CO WACtYCAL USL NAT7V -q=
6AOMU PRSMS BVM
AWVIDEAAS7NC-33 414"GR4VIiSU80RA/NA99vWx
WATERFROi:8400-ML SMEOF WALL W106P "WATER9r0P' OR
PROVIDE FIROPIBt ,9yg ZDMG DURM CaWMLCrXN.
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CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APP LIVED
i FOR CONSTRUCTION '
LEVEL W/ SLOPE, TO DRAIN DA rEO
BY"
CENTREPOINT III—
r ' LA QUIN.'l A 14 HORZ. CONT.
® 24".-0/C BX16 CMU SOLID
GROU7ED W/ NO SPCL.
UPPER 'TIER 2" CLR /NSPECAON REOD.
RETAINING WALL 8" BAR CMU FULL
EDGE OF
8" ULL HEIGHT
Q(2) # 4 HORZ CONT.
r '_I 2" C 924" O/C
F' DOWELS 0 EDGE
+ OF 12" OR B" CMU
U 2 12X16 CMU SOLID
GROU7ED W/ NO SPCL. '
1NSP£C77ON REDD.
. 4' D/A. SOR 35 PERF PIPE W/ 1 CF.
3/4' GRAVEL WRAPPED W/ M/RAFI 140N
F1L 7ER FABRIC - SLOPE TO DRAIN
WATERPROOF BACKSIDE OF WALL.
H' BAR
V #4 HORZ. CONT. 012-0/ C
TOP AND BOTTOM AS SHOWN.
10,
NO 7F.- FOUND UPPER 77ER WALL TF AT
TW OR LOWER OF LOWER TIER WALL
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.TIMOTHY S. MALLIS CIVIL ENGINEER
Title:
Job#
ORCO BLOCK INC.
Dsgnr:
Date: 4:09PM, 17 JAN 07
4510 RUTILE ST.
S
Description
RIVERSIDE, CA. 92509
(951) 685-1521
scope .
.. Rev: 510300 -'
,. User. KIN-0603522•Vu5.1.3..22Ju 1999,Win32 Cantilevered Retaining Wall ®esign
' (c) 19&}99 ENERCAIC - Page 1 ,
c:ldocuments and setfinqs\lmalliskmv document
Description CENTER POINT 2'-8" UPPER TIER -RETAINING WALL W/ LEVEL BACKFILL.
CriteriaSoil
Data
_� Footing Strengths & Dimensions
Retained Height = 2.67 ft
Allow Soil Bearing = 1,500.0 psf rc = 2,500 psi Fy = 40,000 psi
Wall height above soil = O.00 ft
Equivalent Fluid Pressure Method
Min. As % = 0.0012
Slope Behind Wall = 0.00:1
Heel Active Pressure. _. 35.0
_
Toe Active Pressure - 0.0
Toe Width ' = 0.00 ft
Height of Soil over Toe = 0:00 in
'Water
Passive Pressure = 200:0
t = '
1.75
Heel Width Total Footing Width =• X75
Soil Density = 1.10,00 pcf
height over heel = -0 .0 it
FootingliSoil Friction _ , 0-450
Footing Thickness = 12.00 in
Wind on Stem = 0.0 psf ,
Soil height to ignore
Key Width = 0.00 in
.
for passive pressure = 12.00 in
" Key Depth = 0.00 in
Key Distance from Toe . = 0.00 R
Cover @ Top = 3.00 in @ Btm.= ..3.00. in
Design Summary
Stem Construction Top Stem
Total Bearing Load. = 855 lbs
Design height ft=
Stem OK
• 0:00
• ..:resultant ecc. _ 3.34 in
Wall Material Above "Ht" =
Masonry
Soil Pressure Toe = 954 psf OK
Thickness =
8.00 +
. Soil Pressure @) Heel = 23 psf OK
Rebar Size_
# 4
. .. Allowable = 1,50 psf
Rebar Spacing =
32.00' r
�
Soil Pressure Less Than Allowable
Rebar Placed at =
Ed
Edge
ACI Factored 0- Toe = psf
Designe6a Data
" '
_1,233
ACI Factored @ Heel = 30 psf
fb/FB + fa/Fa =
0,183
Footing Shear Toe= 0.0 psi OK
, Total Force @ Section lbs =
-124.8 '
Footing Shear @ Heel....,,, _ 7.7 psi OK
Moment.... Actual ft-# =
111.0
Allowable= 85.0.1
Moment.::. Allowable =
-60 88,.
4
Will Stability Ratios
ear...-.cuap
Shear psi =
2.1
Overturning = 2.77 OK
Shear. -...Allowable psi =
19.4 .
Sliding = 1.63. OK
Bar Develop ABOVE Ht. in = -
20.00
Sliding pales (Vertical Component Used')
Bar Lap/Hook BELOW Ht. in = ,
6,00
Lateral Sliding Force = 235.7 lbs
Wall.Weight t =
78.0
less 100% Passive Force= - 0.0 lbs
Rebar Depth 'd' in=
5.25
less 100%. Friction. Force = - 384.6 lbs
Masonry Data
Added Force Req'd = 0.0 lbs OK
rm psi =,
1,500
for 1.5 : 1 Stability = .0.01bs`OK
Fs psi =
20,000
• .
Solid Grouting = .
Yes
FOotin Desi n Resuits
Special Inspection =
No '
Modular Ration' =
25.78
Toe. Heel
Short Term Factor
Factored Pressure= _ 1,233 30 psf
Equiv. Solid Thick. in =:
.7.60
Mu': Upward = 0 0 ft-# Masonry Block Type = Medium Weight
Mu': Downward = 0 0 ft-# Concrete Data
" Mu: Design = 0 189 ft-#
fc `. psi =
Actual l -Way Shear = 0.00 7.69 psi
Fy R psi =
'
Allow 1 -Way Shear = 0.00 85.00 psi
other Acceptable Sizes & Spacings
"
Toe Reinforcing = None Speed
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
mac,
"- t
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1 CE31925
rs Exp, A21311211
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1 `
' TIMOTHY S. MALLIS CIVILENGINEERTitle:
Job#
ORCO BLOCK INC.;.'
Dsgnr:
Date: 4:09PM, 17 JAN 07
= 4510. RUTILE ST.
Description
RIVERSIDE, CA. 92509
(951) 685-1521
Scope
Rev: 510300 ^, p
User.KW-0603522,Vei5.1.3.22Jtar1gg9.Wn32 `jantlleVered Retaining Wall Design
(c) 19&}99 ENERCALC
Page 2 ,
c:ldocuments and settin s\tmaliislm document
Description • -, CENTER POINT Z-8" UPPER TIER RETAINING WALL W/ LEVEL BACKFILL
Summa of Overturnin Resisting Forces & Moments
• .....OVERTURNING.:..'.
Force Distance Moment
.....RESISTING..... .
Force Distance Moment
Item' lbs ft ft-#lbs
ft'. ft -#
Heel Active Pressure _ 235.7 .1.22. 288.3
Soil Over Heel • .. =
318.2 1:21 .. 384.5
Toe Active Pressure: _ . ` 0.33
Sloped Soil Over Heel =
Surcharge.Over Toe'' _ :
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load=
s
• Added Lateral Load =
A)dal Dead Load on Stem ' _
• 0.00
Load Stem Above Soil =
Soil Over Tce _
SeismicLoad y =
Surcharge Over Toe _
Total 235
• « = .7 O.T.M. = 288.3
- t
Stem Weight(s) =
Earth @ Stem Transitions =
208.3.: 0.33' .. 69,4
ResistinglOvertuming Ratio = 2.77
Footing Weight'
Vertical Loads used for Soil Pressure = 854.6 lbs
=
Key Weight
262.5. 0.88 .. 229.7.
Vertical component of active pressure'used for soil pressure
Vert. Component =
65.7 1.75 t 15.0
Total =
854.6 lbs R M.= ' , - 798.5
Q�pFES SIpN�
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CA��F��
TIMOTHY,& MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(9511685-1521
Title:
Osgnr:
Description
Scope:
Job #
Date: 4:09PM, 17 JAN 07
. ��Re,.
'
510300 A �,/ p t� Wall
/ A
er.KVV-M3522•Ver5.1.3,22-i •1999,Wtn32 CantilLY�irred Retainin � all DGSI(� nPage- 1 198199 ENERCALC
'
y c:\documents and settin sNtma1
is\m document
Description
CENTER POINT 3'-4" UPPER TIER RETAINING WALL W/ LEVEL BACKFILL
Criteria
Soil Data
Footing Strengths &Dimensions
Retained Height
= 3.33 ft
Allow• Soil Bearing = 1,500.0 psf fc = 2,500 psi
Fy _ . 40;000 psi
Wall height above soil
= 0.00 -ft
Equivalent Fluid Pressure Method
Min. As %
= 0.0012
Slope Behind Wall _
= 0:00:1
Heel Active Pressure - 35.0
Toe Active Pressure = 0.0.
Toe Width
_ 0.00 ft -'
Height of Soil over Toe
= 0.00 in
Passive Pressure = = 200.0
Heel Width
Total Footing Width
= < 2'25
. Soil Density.
= 110.00 pcf
Water height over heel = 0:0 ft
Footing Thickness
-
- 12.00 in
FootingllSoil Friction = 0.450 .
• Wind on Stem .
_ . 0:0 psf.
� Soil height to ignore
Key Width
= ,
0.00 in
for passive pressure = 12.00 in
Depth
= 0.00 in
.
Key Distance from Toe
= 0.00 ft
Cover @ Top 3.00 in @ Btm.= 3.00 in
Desi n Sum_ ma
Stem Construction I Top Stem
Total Bearing Load
= 1,269 lbs
Design height ft=
Stem OK
0.00
...resultant ecc.
_ 3.62 in
Wall Material Above "Ht =
Masonry
SoiFPressure @ Toe
= 1,018 psf OK
Thickness _
Rebar Size
8.00
# 4
Soil Pressure @ Heel
= 110 psf OK
_
Rebar Spacing -
32.00 "
Allowable _ - 1,500psf
Soil Pressure Less Than Allowable
Rebar Placed at =
Edge
ACI Factored @ Toe=
1,322 psf
Design Data
fb1FB + WFa - =
0.354
'
ACI Factored Heel
= 143 psf
Total Force @ Section lbs =
194.1
1 Footing Shear @Toe .
_ - 0.0 psi OK
Moment.... Actual ft-#=
215.4
Footing Shear @ Heel
= 12.7 psi OK
Moment.... Allowable =
608.4
Allowable
= 85.0 psi
Shear.... -Actual psi =
,
.: 3.3
Wall Stability,Ratios
Overturning
= 3.21 OK
Shear...._Allowable i-
19.4
-
Sliding
= 1.74 OK
Bar Develop ABOVE HL in=
20.00
Sliding Calcs (Vertical
Component Used).
Bar Lap/Hook BELOW Ht. in= .
. 6.00
Lateral Sliding Force,
_ '. 328.1 lbs
Wall Weight =
78.0
`
less 100%"Passive Force =. - . 0.0 lbs
Rebar Depth 'd' . in =
5.25
less 10096.Friction Force = -. 570.9 lbs
Masonry Data
Added Force Req'd
= 0.0 lbs OK
fm psi =
.1,500
....for 1.5 :.1 Stability
= 0.0 lbs OK
Fs . psi =
Solid Grouting _
20,000
Yes
Footin Desi n Results
Special Inspection =
No
Modular'Ratio'n' =
25.78
`
Toe Heel
Short Term Factor • _.
•1.000 '
-Factored Pressure =
1,322 143 psf Equiv. Solid Thick.' in
7.60, .
Mu' .' Upward
= 0 0 ft-# Masonry Block Type = Medium Weight '
Mu': Downward
_ 0 O ft-# Concrete Data
Mu: Design
= 0. 366 ft-# fc psi =.
Actual 1 -Way Shear
= 0.00 12.74 psi Fy psi=
r
'
Allow 1 -Way Shear
= .0.00 85.00 psi Other Acceptable Sizes a 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 .
r
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CE31925 N rn
Exp• 12/31/2008
`S> CNI�
�TFOF CN -W
TIMOTHY S. MALLIS CIVIL ENGINEER
Title:
Job#
' ORCO.6LOCK INC.
Dsgnr
Date: 4:09PM, 17 JAN 07
4510 RUTILE ST.
Description:
_
RIVERSIDE, CA. 92509
.. (951) 685-1521
Scope
s,
Rev: 510300 rt. n �p 4
UsergMmM E3571. Ver5J.3. 71.1�or1999 Win32 Cantilevered: Retaining Wall Des'
(c) 198}99 ENERCALC -
Page 2
c:\documents and Setlin sllmallis\m document '•
t Description - CENTER POINT 3'-4" UPPER TIER RETAINING WALL W/ LEVEL BACKFILL _
Summa of Overturnin &Resistin Forces & Moments -
OVERTURNING.....
Force Distance Moment
RESISTING.e
Force Distance Moment
Item _ lbs ft ft
lbs . .. it ft-# ..•
Heel Active Pressure = .328.1 1144 473.6
Soil Over Heel
= '.580.0 1.46 845.8
Toe Active Pressure = 0.33
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 = .'
Soil Over Toe
SeismicLoad =
Surcharge Over Toe
_
Stem Weights)
- r
n
'
Total . = 326.1 , O.T.K. _ 473.6
Earth @ Stem Transitions
;.259"7 0.33 86.6•
=
Resisting/Overturning Ratio = 3.21
Footing Weight
' '
` Vertical Loads used for Soil Pressure = 1,268.7 lbs
Key Weight,
'
- 337.5• ' 1.13 379,7,
°*
Verfical component of active pressure used for soil pressure
. Vert. Component
_ 91 4 2.25' 205.8
'
Total =. 1,268.7', lbs R.M.= ' 1,517.8 '
{
'
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CE31925 rn
1 Finn 19/31/2008
a
t TIMOTHY S. MALLIS
CIVIL ENGINEER
Title:
ORCO BLOCK INC.
Ds nr.
9
Job # ,.
4510 RUTILE ST:
Description
Date: 4:09PM,
.17 JAN 07
RIVERSIDE, CA. 92509
-
(951') 685-1521
_ Scope
[(RLe,0 ..
603522. Ve,5.1.3. 22au "ggyW Cantilevered Retaining Wall Design
ENERCALC
`
Page 1
' Description
c:ldocumenls and settln sltmalllslm document
CENTER POINT 4'-0" UPPER TIER RETAININGWALL W/ LEVEL BACKFILL
Criteria
Soil Data
Footing Strengths Dimensions
Retained Height
Wall height above soil
= 4.00 ft
=
Allow Soil Bearing = 1,500.0 psf Pc = 2,500
Equivalent Fluid Pressure Method psi.
Fy 4.'012 psi '
Slope Behind Wall
0.00.ft
= 2.00: 1
Heel Active Pressure' = 35.0
Min. As %
Toe Width
- 0.0012 '
Height of Soil over Toe
_ O.00ih
Toe Active Pressure = ' 0.0
Passive Pressure = '200.0
Heel Width
= 0.00 ft
= 2.50 '
Soil Dens'
�Y
= "110.00 pcf
Water height over heel =
9 0.0 ft
Total Footing Width
_ �F50-
Footin911Soil Friction _, 0:450
Footing Thickness
= 12.00 in
Wind on Stem
= 0 0 psf
Soil height to ignore
Key Width
= 0.00 in
for passive pressure = 12.00 in
. Key Depth
= 0.00 in
Key Distance from Toe
= 0.00 ft
.Desi n Summa
Cover @ Top . = 3.00 in @:Btm.= 3.00 in.
Stem Construction Top stun _
Total Bearing Load
= 1,616 lbs
Design height ..ft=
Ste p
00
resultant ecc..' _.
= 4.41 in
Wall Material Above "Ht" =
Masonry
Soil Pressure @ Toe
= 1,216 psf OK
Thickness =
8.00
Soil Pressure @ Heel
= ' . 76 pst OK
Rebar Size =
4
}
Allowable
= 1,500 psf
Rebar Spacing =
16.00
'
Soil Pressure Less Than Allowable
Rebar Placed at =
Edge
ACI Factored @ Toe.
_ '1,574 psf '
Design Data
ACI Factored @,Heel
.
= gg psf
fb/FB + fa/Fa =
0.412 '
Footing Shear @ Toe
= 0.0 psi OK
Total Force @ Section lbs.=
280.0
Footing Shear Heel
= 16 g psi OK
Moment.... Actual - . - ft-# =
373.3 4
r,
' Allowable
- 85.0 psi
Moment =
905.4
Wall Stability Ratios
Shear._:.Actual psi =
4.9
f Overturning
= 2.96 OK
-Shear.*.... Allowable psi =
19.4
Sliding
= .1 :66 OK
Bar Develop ABOVE Ht. in=
20.00 .:
' Sliding Calcs (Vertical Component Used
Bar Lap/Hook BELOW Ht. in a
6_00
Lateral Sliding Force
= 437.5 lbs
Wall Weight =
78.0
less 100% Passive Force'-- - ' 0.0 lbs
Rebar Deem 'd' in =
.
5.25
less 100% Friction Force _ = 727.0 lbs
Masonry Data
"Added Force Req'd
_ 0.0 lbs OK
fm psi =
1,500
..for 1.5 : 1 Stabil'
Stability, •'
-
- 0.0 lbs OK
Fs psi =
20,000
Solid Grouting -
Yes
Footin .Desi n Results
Special Inspection _
No
Toe Heel
Modular Ration' _
Short Term Factor _
25.78
1,000
Factoredpressure =
Mu': Upward =
,1,574 99 psf.'
0
,
Equiv. Solid Thick.' in=
7.60' .. . .
.
' Mu' Downward =
0 ft
0 0 ft-
Mason Block Type
Concrete Data = Medium Weigh
Mu: Design =
0 635 ft-#
Fc
Actual 1=Way. Shear =
0:00 16.88 psi
FY psi= ,
Allow 1 -Way Shear =
Toe Reinforcing =
0.00 85.00 psi
None Speed
table Size
011ier Acceptable Sizes & Spacings
a
Heel Reinforcing '
_ ..
None Spec'd ,
Toe: Not < S' Fr
Heel: Not req'd, Mu < S ' Fr
Key. Reinforcing .. ._ =
None Speed
Key:' No key defined
.r
ANYS. ��
w CE31925
r*'
cc Exp. 12/31/2008.
CIVIL
OF
C
TWOTHY-S. MALLIS CIVIL ENGINEER
Title:
Job #
ORCO BLOCK.INC.
Dsgnr.
Date: 4:09PM, 17 JAN 07
4510 RUTILE ST.
Description:
RIVERSIDE, CA. 92509
(951) 68571521
Scope: '
Rev: 510300 .
uSerKwososm.Vefs.t.3.n i81999.wn32 Ca17tII@V@red R@talillll9 Wall D@SIg171 Page 2
(�) 1983.99 ENERCALC
cAdocumentS
and Sett10 s\tmallislm document
Description CENTER POINT 4'-0" UPPER TIER RETAINING WALL W/ LEVEL BACKFILL
Summa of Overturning & Resisting Forces & Moments
' ....OVERTURNING.....
Force Distance Moment
..... RESISTING .....
Force Distance Moment
Item lbs ft ft-#
-lbs
Heel Active Pressure = " 437.5 1.67. 729..2
Soil Over Heel , _
806.7 1.58 1,277.2
Toe Active Pressure = 0.33
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 _
Soil Over Toe
SeismicLoad " =
_
Surcharge Over Toe _
Total = 437.5 O.T.M.729.2 " . _ .
Stem Weight(s)
Earth @ Stem Transitions =
312.0 . 0.33 104.0 .
Resisting/Overturning Ratio = 2.96
Footing Weight
Vertical Loads used for Soil Pressure = 1,615.6 lbs
=
Key Weight _
375.0 1.25 468.7 .
.Vertical component of active pressure used for soil pressure
Vert. Component =
121.9 2.50 304.8
Total =
1,615.6 lbs R.M.= 2,154;8
Q?,pFE
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Lu
CE31925 N
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Exp. 12/31/2008
.
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��\P
FOF CALIF\)
TIMOTHY S. MALLIS CIVIL ENGINEER
Title:,Job#
ORCO BLOCK INC.
Dsgnr:
Dater 4:09PM, 17 JAN 07
4510 RUTILE ST.
Description
RIVERSIDE, CA. 92509
(951) 685-1521
Scope
'
Rev 510390 - /► -
User.KW-0603522, Ver 5.1.3,22•Ji 1999,W1n32 Cantilevered Retaining Wall Design - - Page 1
(c)198}99 ENERCALC
cAdocumenis and-sellin sUmallis\m document '
Description CENTER POINT 4'-8" UPPER TIER RETAINING WALL W/ LEVEL BACKFILL
Criteria ,
�.
Soil Data
Footing Strengths & Dimensions
Retained Height = 4.67 ft
Allow Soil Bearing = 1,500,0 psf
fc = 2,500 psi Fy = 40 000 psi
Wall height above soil 0.00 R
Equivalent Fluid Pressure Method .
Min. As % _ 40012
Slope Behind'Wall = 0.00: 1
Heel Active Pressure = .. 35.0
Toe Active P
'Pressure
Toe Width' - 0.00 ft
.
Height of Soil
l over Toe = ' . 0.00 in
.
= 00
Passive Pressure - 200.0
Heel Width - ' 2.75
Soil Density - = 11o.00 pci
. .
Water height over heel = 0.0 ft
Total footing Width = 75
`
FootingllSoil Friction • = 0;450
Footing Thickness = 12.00 in
Wind.on Stem = 0.0 psf
Soil height to ignore
Key Width = 0.00 in
for passive pressure = .12.00 in
Key Depth _ 0.00 in
Key Distance from Toe _ 0.00 ft
Cover @ Top = 3.00 in @ Btm.= 3.00 In
Design Summ'ary
Stem Construction Top stem
Total Bearing Load = 2,004 lbs
Design height ft =Stem
.
St 0OK
resultant ecc. _ 5.21 In
Wall Material Above "Ht" =
.00
Masonry
,
. Soil Pressure @Toe = psf OK-
'
Thickness
8.00
,.
.1,419
Sal Pressure @ Heel _ 38 pst OK
Rebar Size
# 4
Allowable = 1,500 psf
Rebar Spacing _
16.00
Soil Pressure Less Than Allowable .
Rebar Placed at =
Edge
ACI Factored @ Toe = 1,831.psf
Design Data
ACI Factored @ Heel = • 49 psf
fb/FB + fa/Fa =
0.666.
Footing Shear Toe = 0.0 psi OK
Total Force @ Section lbs.= .
381.7
Footing Shear Heel = 21.6 psi OK
Moment....Actual ft-# =
'Moment......Allowable
594.1
Allowable. - 85.0.t
=
905.4
Wall Stability -Ratios
Shear..... Actual psi =
6,7
,.Overturning = .. 2.77 OK
Shear..... Allowable psi = .
19.4
t
Sliding = 1.60 OK
Bar Develop ABOVE Ht. - in =
20.00
`
Sliding Cates (Vertical Component Used)
Bar Lep/Hook BELOW Ht. in =
6.00
Lateral Sliding Force = 562.6 lbs
Wall Weight =
78.0
less 100% Passive Force = - 0.0 lbs ..
Rebar Depth 'd' _ in=
5.25
less 100% Friction Force = - 9011.7 lbs
Masonry Data
Added Force Req'd = 0.0 lbs OK
fm P� =
1,500'
;
for 1.5: 1 Stability = 0.0 lbs OK
Fs psi =
20,000
Footin Desi n Results
Solid Grouting _
special Inspection =
Yes
No
Modular Ratio'n' =
25.78
Toe Heel
Factored Pressure ' = 1,831 49 psf
Short Term Factor =
Equiv. Solid Thick..in =
1.000
7.60
Mu': Upward' = 0 0 ft-#
Mu': Downward = 0 -0 ft-#
Masonry Block Type = Medium Weight
Concrete Data
`
Mu: Design = 0 1,010 ft-#
- fc, psi = ,
Actual 1' -Way Shear . _ 0.00 21.59 psi
Fy psi .=
Allow 1 -Way Shear = `0, 0 85.00 psi
Toe Reinforcing = None Spec'd
Other Acceptable sizes & Spacings
Heel Reinforcing _ None Speo'd
Toe: Not req°d, Mu < S • Fr .
Heel: Not.req'd, Mu < S • Fr
Key Reinforcing, = None Spec'd
Key: No key defined
-
r
• -.
- rte.-.
CO �G 2
w
CE31925 N.
m
Exp. 12/31/2008
.
`rl9T CIVIL
FOF CM
r
-W
TIMOTHY S. MALLIS CIVIL ENGINEER
Title:
Job #
ORCO'BLOCK INC.
Dsgnr:
Date: 4:090M. 17 JAN 07
. 4510 RUTILE ST. y
Description
' RIVERSIDE, CA. 92509
(951)685-1521
Scope:'.
'
. Rev. 5103M -.
User: KWOBWS§2.Ver 5.,:3.YL-Jm,8 .--32 Cantilevered Retaining Mall Design
' (cl �sa3 ss eacn� c
Page 2
.
cAdocuments and'seffingsMmallisNmy document
Description CENTER POINT 4'-8" UPPER TIER RETAINING WALL W/ LEVEL BACKFILL ..
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
Force, Distance Moment
_
.....RESISTING.....
Force Distance Moment
item lbs . It ftp
lbs
Heel Active Pressure = 562.6 1.89 . -1,063.3
Soil,Over Heel1,070.2
1.71: 1,828.3'
Toe Active Pressure = 0.33
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 0- Stem Above Soil =
Soil Over Toe _
SeismicLoad =
Surcharge Over Toe
Total _; 562.6 ..O.T.M. _ 1,063.3
Stem Weights) .
Earth @ Stem Transitions _
364.3 0.33' 121.4
Resisting/Overtuming Ratio . = 2,77
Footing Weight
Vertical Loads used for Soil Pressure = . 2,003.8 lbs
Key Weight =
412.5 1.38 .567.2
_
Vertical component of active pressure used for sail pressure
Vert..Component =
1•g 2.75 431:2
*'
Total =
2,003.8 lbs R.M = - 2,948:1
•
s .
OQ?,OFESSIO
Q� ANY:
LU N m
ccCE31925 .
Exp. 12/31 /2008
i
Jj CIVIC �P
OFCA
TIMOTHY. S. MALL'IS CIVIL ENGINEER Title: Job #
'ORCO BLOCK INC. Dsgnr: Date: 9:56AM; 18 JAN 07
`4510RUTILE ST. Description
RIVERSIDE, CA. 92509 Scope
(951) 685-1521
, r Rev. 510300 • -
User. ,3999E ERCAer5.,.3.22Juir,999•Win32 Cantilevered Retaining Wail Design
(c) 198399 ENERCALC Page 1 .
c:ldocuments and'settin sltmallislm document
Description • CENTER POINT 5'-4" UPPER TIER RETAINING WALL W/ LEVEL BACKFILL.
Criteria Soil Data
Footing Strengths Dimensions
Retained Height = 5.33 ft. Allow Soil Bearing = 1,500.0 psf rc = 2,500 psi Py = 40,000 psi
Wall height above soil = _ 0.00 ft Equivalent Fluid Pressure Method - Min. As % _ . 0.0012
Heel Active Pressure = 35.0 Toe Width
Slope Behind Wall ; = 0.00:1 _ 0.00 ft
Toe Active Pressure = 0.0 Heel Width 3.25 .
r . Height of Soil over Toe 0.00 in Passive Pressure = 200.0 Total.Footing Width
Soil Density = 110.00 pcf Water height over heel = 0.0 ft
Footing Thickness = . 12.001n
FootingllSoil Friction _ 0.450:
Wind on Stem. = 0:0 psf Soil height to ignore Key Width. = 0.00 in
for passive pressure = .12.00 in Key Depth = 0.00 in
Key Distance from Toe = b.00 ft
Cover @ Top = 3.00 in @ Btm.=, 3"00 in,
Design Summary Stem Construction . Top stem ' 2nd'
Stem OK Stem OK
Total Bearing Load.. - 2,632 lbs Design height ft = 2.00 0.00 `
...resultant ecc: _ . , 5.53 in Wall Material Above "Ht" = Masonry Masonry
Soil Pressure g Toe = 1,499 psf OK Thickness = 8.00 12.00
Soil Pressure @ Heel = 120' psf OK _ Rebar Size = # 4 # 4
' Rebar Spacing = 16.00 16.00
Allowable - l 1 `� psf Rebar Placed at • = Edge Edge
Soil Pressure Less Than Allowable Design Data
ACI Factored @ Toe = 1,846 psf tb/FB + fa/Fa _ o.2st3 0.426• ✓~
ACl Factored Heel : 148 psf Total Force @ Section lbs = 194.1 497.2 .
Footing Shear @ Toe. = 0.0 psi OK Moment .... Actual ft -#'-215.4 883:3
9 @ 26.0 psi OK
Footing Shear Heel = Moment..... Allowable ft-# 905:4 2,074.4 '
Allowable 85.0 psi,
Wall Stability Ratios Shear ..... Actual ' psi = ' 3.4 5.0
Overturning . , = 3.07 OK Shear."..Allowable psi= 19.4 19"4
Sliding = +.1.69 OK Bar Develop ABOVE Ht... in = 20.00 20.00
Sliding Calcs (Vertical Component Used) Y - Bar Lap/Hook BELOW Ht. in = ` 20.00 6.00
Lateral Sliding Force = :701.2 lbs Wall Weight psf = 78.0' 124.0
less 100% Passive Force - 0.0 lbs Rebar Depth 'd' in= 5.25 9.00
less 100% Friction Force = 1,184.4 lbs Masonry. Data
Added ForceReq'd = 0.0 lbs OK Pm psi= 1,500 1,500 .
for 1.5 : 1 Stability " • _ 0.0 lbs OK' Fs Psi = 20,000 20,000
Solid Grouting _ 'Yes Yes ,
FootingDesi n Results Special Inspection = No No
Modular Ration' = 25.78 25.78
Toe Heel Short Term Factor = 1.000 11.000
'Factored Pressure' = 1,846 148 psf Equiv. Solid Thick. in= 7.60 11.62 ;
Mu'': Upward = 0 . 0 ft-# Masonry Block Type =, Medium Weight . -
Mu' : Downward 0. 0 ft-# Concrete Data
Mu: Design _ ' 0 .. 1,502 ft-#. rc psi =
Actual 1=Way Shear _ .0.00 26.00 psi 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 re4d, Mu < S ' Fc
Key Reinforcing = None Spec'd Key:.. No key defined
C CE31925 N m
r Exp. 12/31/2008
`4.
r `PfyT CIVIC
FOF CAL5
.TIMOTHY,S. MALLIS CIVIL ENGINEER Title: Job #
ORCO BLOCK INC. 'Dsgnr: ' Date: 9:56AM, 18 JAN 07
i 4510 RUTILE ST. Description
RIVERSIDE, CA. 92509.
} (951) 685-1521 . ' Scope : : •.
Rev: 510300 Cantilevered
n p 4n r1 " 'Page 2 .
U019BW-0503524.Ver I-05.1.3, 22Jim-1999, WIn32 - Cantilevered Retaining YVa" Design .
k1 19KVY-W3ERCALC
cAdoeumerits and setfinas\trna11is\mv document
Description CENTER POINT 5'-4" UPPER TIER RETAINING WALL W/ LEVEL BACKFILL.
liummary of Overturnin'& Resistin Forces & Moments
...OVERTURNING.....
.....RESISTING......
Force Distance Moment Force Distance Moment
Item lbs ft ftp lbs ft ft -#
Heel Active Pressure = 701.2 2.11 1,479.5 Soil Over Heel 1,319.2 2.13 2,803.2
Toe Active. Pressure = 0.33 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 = _ " Soil Over Toe
SeismicLoad _ Surcharge Over Toe
Stem Weight(s) • ,507.7 0.41 210.6
1
Total _ 701.2 :O.T.M. = ,479.5 Earth, @ Stem .Transitions = '
122.1 'i 0.83 101.8 .
Resisting/Overtuming Ratio = 3.'07- Footing Weight = 487.5 ' 1.63 792.7
Vertical Loads used for Soil Pressure = 2,631.9 lbs Key Weight =
Vert. Component _ 195.4 3:25 635.1
Vertical component of active pressure used for sail pressure Total = _ 2,631, 9 lbs R M.=,' 4,542.9
r
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4'-0"
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2'-6"
.'8"
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FIL TER FABRIC' —, SLOPE TO DRAW.
b
WATERPROOF BACKSIDE OF WALL.
H' BAR
V
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•
a
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A
B
C.
D
E
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2'-0»
2,_0,
N/A.
1,-9„
6»
4®332" 0/(,33"
92"�
� N/A
#4®32" 0/C �_.,
6»
2,_8,,
2'-8'
N/A
1'-9»
8„
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T2'
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6 »
»
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3 —4
N/A
»
2 —3
»
8
#4 32" 0/C 4.9
12»L
N/A
#4®32" 0/C .21
4'=0'
4'-0"
N/A
2'-6"
.'8"
#4®T6" O/C 57'
I
12"
N/A
x/4@32" O/C 24
6..
4'-8"
4'-8'
N/A
3'-0"
' 8"
4 V5®16" o/C �s5"
12' L
N/A
#416" o/C JO-'
6'
r
—`'11
3� '
2'-0"
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8» .
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33'
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# - 6,.
2
cl:CE31925 m
Exp. 12/31/2008
s
�OF CALIFW
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951) 685-1521
Rev 510300
User. KW-0603522,Ver5-:1.3.22-Ju 1999, Wr32
(c) 198399 ENERCALC
Title: Job #
Dsgnr: Date: 8:51AM,' 18 JAN 07
Description
Scope: .
Cantilevered Retaining Wall Design
Description CENTER POINT 2'-0" LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER TIER T AWAY
Wind on Stem = 0.0 psf
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Criteria
,�
Retained Height
2.00 ft
Wall height above soil. =
0.00 ft
Slope Behind Wall =
0.00:1
Height of Soil over Toe =
0.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding 8 Overturning
= 35.0
Axial Load Applied to Stem. .
m
Passive Pressure
Axial Dead Load
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summary
.. for passive pressure
Total Bearing Load' =
776 lbs
...resultant ecc. _
2.09 in
Soil Data
fc - 2,500 psi ~Fy -
Allow Soil Bearing
= .1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 200.0
Water -height over heel
= 0.0 ft
FootingIlSoil Friction
= 0.450
Soil height to ignore
6.00 in
.. for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 it
...Height to Bottom _ 0.00 ft
i
Footing Strengths & Dimensions
fc - 2,500 psi ~Fy -
40,000 psi
Min. As % =
0.0012
Toe Width = .
0.00 ft
Heel Width =
1.75
Total Footing Width =7�
Allowable
Footing Thickness =
12.001n
Key Width _
12.00 in
Key Depth =
6.00 in
'Key Distance from Toe =
0.75 It
Cover @ Top = 3.00 in @ Btrn.= 3.00 in
Adjacent Footing Load
Design Data .
Adjacent Footing Load _ =
2,613.0 lbs
Footing Width =
3.25 ft
Eccentricity =
5.50 in
Wall to Fig CL Dist =
4.50 ft
Footing Type
Line Load
Base AbovelBelow Soil
at Back of Wall - .
_1.0 ft
Stem Construction Top Stem
Stem OK,
Design height ft= 0.00
Wall Material Above "Ht" = Masonry
Soil Pressure @ Toe
= 708 psf OK
Thickness
Rebar Size -
8.00
# 4
Soil Pressure. @ Heel
= 178 psf OK
Allowable
= 1 psf.
Rebar Spacing =
32.00
.
Soil Pressure Less Than Allowable
Rebar Placed at =
Edge
ACI Factored @ Toe
= 935 psf
Design Data .
ACI Factored @ Heel
= 235 psf
gb/FB + fa/Fa =
0.077
Footing Shear @ Toe
= -0.0 psi OK
Total Force @ Section lbs=
71.2
Footing Shear @ Heel
= . 6.2 psi OK
Moment .... Actual . ft =
46.8
"
Allowable,
= 85.0 psi
Moment..... Allowable =
608.4
Wall Stability Ratios
Shear..... Actual psi =
1.2.
Overturning .
= 3.76 OK
Shear..... Allowable psi =
19.4
Sliding
= 1.99. OK
Bar Develop ABOVE Ht. in =
20.00 •
Sliding Calcs (Vertical Component Used)
Bar Lap/Hook BELOW Ht.. in =
6.00
Lateral Sliding Force
.
= 238,7 lbs
Wall Weigh =
78.0
less 100% Passive Force.= - 125.0 lbs
Rebar Depth 'd in '=
5.25
less 100% Friction Force = - 349.1 lbs -
Masonry Data.
Added Force Req'd
= 0.0 lbs OK
fm f�
Fs
1'500
_ ....for 1.5: 1 Stability
= 0.0 lbs OK
psi =
Solid Grouting -
20,000
Yes
Footing Design Results.
Special Inspection =
No
Modular Ratio 'n' =
25.78
Toe Heel
Short Term Factor =
1.000
Factored Pressure =
935 235 psf
Equiv. Solid Thick. in =
7.60
Mu': Upward =
0 0 ft_# _.
Masonry Block Type = Medium Weight
Mu'-. Downward =
0 0 ft4
Concrete Data
Mu:, Design
0 80 ft-#
fc psi =
Actual 1 -Way Shear =
Allow 1 -Way Shear =
0.00 6.23 psi
0.00 85.00
Fy psi =
-="" �� •_
Toe Reinforcing
psi
Other Acceptable Sizes & Spacings
=
Heel Reinforcing
None Spec'd
Toe: Not req'd, Mu < S' Fr
QF. ANY S, M Cn
=
None Spec'd
Heel: Not req'd, Mu < S • Fr
��' O S6
�U)
Key Reinforcing =
None Spec'dKey:
Not req'd, Mu < S' Fr
( 'rt,
LU CE31925 m
Exp. 12/31/2008
-
`ST C
9TF F C C
�
CO l� c
� � 2
LU . CE31925 N m
Exp 12/31/2008
CIV11.
9TFOF C'AL�F�Q�
TIMOTHY S. MALLIS'CIVIL ENGINEER
Title:
Job# '
• ORCO BLOCK_INC.
Dsgnr:
Date: 8:51AM, 18 JAN 07
4510 RUTILE ST.
Description :
RIVERSIDE, CA. -92509
r
(951)'685-1521
Scope: �.
•
Rey:51030o
User:KW-0603522, Ver 5.1.3,22Jurr1999,W1n32 .Cantilevered Retaining Wall Design �
fe) 798399 ENERCALC -
Page 2
-
cNdocumentS and settin sltmallis\m% document
Description, CENTER POINT 7-0" LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER.TIER T AWAY
Summa of Overturning& ResistingForces & Moments
'
......OVERTURNING.....
.....RESISTING....:
Force Distance Moment
Item
Force Distance Moment
lbs ft ft=#
lbs ' It ft4#
Heel Active Pressure = - 157.5 1.00 157.5
Soil Over Heel =
238.3 1:21 `' 288.0 -
Toe Active Pressure _ 0.33
Sloped Soil Over Heel =
Surcharge Over Toe _
�
;Surcharge Over Heel, -
-
Adjacent Footing Load _ 81.2 0,48 39.2
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00'
Load @_ Stem Above Soil =
Soil Over Toe _
SeismicLoad =
Surcharge Over Toe. } =
r
238.7 = 238,7 O.T.M. - _ 196.7
Stem Weight(s)
Earth @ Stem Transitions
156.0 ' ' 0.33' 52.0-
r
Resisting/Overtuming Ratio = 3.76 J
_
Footing Weight _
..-
262,5 0.88 - 229.7
Vertical Loads used for Soil Pressure = 775.7 lbs.
Key Weight =
75.0 1.25' 93:7
Vertical component of active pressure used for soil pressure
Vert. Component
43,9 , 1.75 76.8
Total -
775.7 lbs R.M.= . 740.2 '
.
�U•�e�OFESS//
S. 2
CO l� c
� � 2
LU . CE31925 N m
Exp 12/31/2008
CIV11.
9TFOF C'AL�F�Q�
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST:
RIVERSIDE, CA. --92609.
(951) 685-1521
-Title:
Osgnr.
Description
Scope
Job #
Date: 8:S1AM, 18 JAN 07
" Rev: 510390 -
" U(oser: KW -06035. Ver 5.1.3.22)-1999• Win32 Cantilevered
ENERCALC98
RA ` alin'g ill,
eSn
Page 1 "
c:tdocuments and settin sNtma risNmy document
Description CENTER -POINT Z-8"LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER TIER 3' AWAY
Criteria
[Soil Data
Footing Strengths & Dimensions
Retained Height = 2.67 ft "
Allow Soil Bearing = 1,500.0 psf ,
fc - 2,50G psi c " Fy _ " 40,000 psi
Wall height above soil = 0.00ft
Equivalent Fluid Pressure Method
Min. As % = 0.0012
Slope -Behind Wall = 0.00:1
Heel Active Pressure_ = 35.0.
Toe Active Pressure = 0.0
Toe Width = 0.00 ft "
Height of Soil over Toe = O:OO in
Passive Pressure = 200.0
Heel Width 1.75
Soil Density = 11 0.00, pcf
Water height over heel = 0.0 ft
Total Footing Width = T- -
FootingllSoil Friction . = 0.450
Footing Thickness = 12.00 in
Wind on Stem = 0.0 psf , `
Soil height to ignore
Key Width = 12.00 in
for passive pressurey = 12.00 in
Key Depth = 8.00 in
Key Distance from Toe _ 0.75 It
-
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Surcharge Loads
Lateral Load Applied to Stem
Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding 8 Overturning
Lateral Load 0.0 #/ft
Adjaceoti
nt Fong Load - 2 613.0 lbs
Surcharge Over Toe = 0.0 psf
.--Height to Top _ 0.00 ft
Footing Width = 3.25 ft
-
Used for Sliding 8 Overturning
:..Height to Bottom -0.00 0.00 ft
Eccentricity = 5.50 in
Wall to Ftg CL Dist _.. 4.50 ft
Axial Load A Iled to Stem
Footing Type " Line Load
=
Axial Dead Load 0.0 lbs
-
Base Above/Below Soil -1.0 ft
- '
Axial Live Load = 0.0 lbs
-
at Back of Wall
Axial Load Eccentricity =. 0.0 in
Desicin Summary
Stem Construction - Top StemHXM2'
` Total Bearing Load = 955 lbs.
Design height ft=
Stem OK
0.00
- ...resultant ecc. _.: 4.05 in
Wall Material Above "Ht" =
Masonry
Soil P.ressure @ Tce = 1,184,psf OK
Thickness =
Rebar Size
8.00
-
Soil Pressure @ Heel= 0 psf .OK
= .
# 4
_ 1,500
'" Allowable psf -
Rebar Spacing =
32.00
Soil Pressure Less Than Allowable
Rebar Plated at =
Edge.
• ACI Factored @ Toe = 1,544 psf,
Design Data
ACI Factored @ Heel = 0 psf
fb/FB + fa/Fa =
0.208
Footing Shear Toe" = 0.0 psi' OK
Total Force @ Se_ction lbs =
171.5
.
Footing.Shear @ Heel = 7.7 psi OK
Moment .... Actual ft-#=
126.7
. =
'Allowable 85.O'psi
Moment ... :Atlovvable _
608.4
.
Wall Stability Ratios
Shear..... Actual psi =
2.9
Overturning= 2;25 OK
Shear..:: -Allowable psi =
19.4
Sliding = 1.59 OK
Bar Develop ABOVE Ht. in'-
20.00
Sliding Caics (Vertical Component Used)
Bar Lap/Hook BELOW Ht. in
6.00.:
"Lateral Sliding Force ' " = 382.0 lbs
Wall Weight -
78.0
less 100% Passive Force = 177.8 lbs
Rebar Depth 'd' -in =
5.25
- " less 100% Friction Force = - 429.6 lbs "
Masonry Data
Added Force Req'd = 0.0 lbs OK
fm psi =
1,500
....for 1.5: 1 Stability = 0.0 Ibs OK
Fs psi =
Solid Grouting =
20'000
Yes
Footin Desi n Results
Special Inspection =
No
'
Modular Ration' =
25.78
Toe Heel -
Short Term Factor =
1.000-,
Factored Pressure = 1,544 0 psf Equiv. Solid Thick. in=
7.60
Mu': Upward = 0 0 ft-# Masonry Block Type = Medium Weight.
Mu':. Downward = 0 0 ft-# Concrete Data
Mu: Design = 0 215 ft-#
Actual I -Way Shear _ 0.00 7.69 psi
Allow 1 -Way
fc psi =" '
Fy psi=
p S/
Shear = 0.00 85.00 psi
Reinforcing =
Other Acceptable Sizes 8r Spacings
"
/ OQ
�cQ� S.
-Toe None Speed
Heel Reinforcing = None
Toe: Not reqd, Mu < S' Fr
j p(NY
Speed
Heel: Not req'd, Mu < S' Fr
(�
Key Reinforcing = None Speed
Key: Not req'd, Mu < S' Fr . "
w N m
CE 92 rn
Exp. 12/31/2008 _'0
CP�qTr.
.
C/VIL Q
OF CALIF����\
TIMOTHY.S. MALLIS CIVIL ENGINEER
Title:
Job#
ORCC BLOCK INC.
Dsgnr, .
Dater 8:51AM, 18 JAN 07
4510 RUTILE ST.
Description
'
RIVERSIDE, CA. 92509
Scope : .
(951) 685-1521
'
Rev: 510300 •
' User: KW -0803522. Ver 5.1.3, 71Jurt999, Win32Page. 2
�i1f1t10eVerEf� Retaining Wall Design
(e11983.98 ENERCALC
c:ldocuments
==a1lis= document
Description CENTER POINT Z-8" LOWER TIER RETAINING WALL W/LEVEL BACKFILL AND
r UPPER TIER T.AWAY
't
•
' Summary of Overturning & Resisti2s Forces & Moments
' ....OVERTURNING.....
.:...RESISTING:.:..
Force Distance Moment
Force Distance . Moment
Item lbs ft ft-#
lbs ft ft-# .
Heel Active Pressure = 235.7 1.22 , . 288.3
Soil Over Heel =
318.2 1.21 384.5
,Toe Active Pressure = 0.33
Sloped Soil,Over Heel =
Surcharge Over Toe =
Surcharge Over Heel _
Adjacent Footing Load .. = 146.3 0:84; 122.2
Adjacent Footing Load =
,
Added Lateral Load =
Axial Dead Load on Stem _ _
0.00
Load. @ Stem Above Soil =
Soil Over Toe =
`
SeismicLoad =
Surcharge Over Toe =
Total = 382.0 O.T.M. = 410.6
Stem Weight(s)'-
Earth @ Stem Transitions =
208.3 0.33 69.4
'Resisting/Overturning Ratio = 2.25
Footing"Weight =
262.5 0.88 229.7
Vertical Loads used for Soil Pressure'= . 954.6 lbs
Key Weight =
100.,0 1.25 125.0
Vert. Component =
65.7 " 1.75 . ` 115.0
Vertical component of active pressure used for soil pressure.
Total =
954.6 lbs R M.= 923.5 ,
'
�OQtz•OYESSlO4�
r;
LU
CE31925 N
m
„
Exp. 12/31/2008
rn
cS'J CMI. �P
9TFOF
CAUF
TIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951) 685-1521 -
Rev. 510300
Title:
Dsgnr.
Description.:
Scope:'
_User. KVIM3522. Ver 5.1.3.22Jt 1999, Win32 eta
Cantilevered Retaining Wall Design
le,
1963-99ENERMC �i �ii _ YV
Job #
Date: 8:51AM; 18 JAN 07
DescriptionCENTER POINT T-4" LOWER_ TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER TIER T.AWAY
Criteria
0.0 psf
Retained Height =
3.33 ft.
.Wall height above soil
= 0.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
0.00 in
Soil Density. =
110.00 pcf
Wind on Stem = 0.0 psf
Surcharge Loads
Surcharge Over Heel =
0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0 psf
Used for Sliding 8 Overturning
= 35.0.
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Desic in Summary
Soil height to ignore
;Total Bearing Load. =
1,369 lbs
...resultant ecc. '
4.93 in
Soil Data
= i,277 psf OK
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0.
Toe Active Pressure
= 0.0
Passive Pressure
= 200.0
Water height over heel
_ 0.0 ft'.
FootingllSoil Friction .
= 0.450
Soil height to ignore
= 85.0 psi
for passive pressure
= 12.00 in
Soil Pressure @ Toe
= i,277 psf OK
Soil Pressure @ Heel
= 0 psf OK
Allowable
= 1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe.
= 1,669 psf
ACI Factored @ Heel
=, 0 psf
Footing Shear @ Toe
= 0.0 psi OK
Footing Shear @ Heel
= .12.7 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios'
Cover @ Top = 3.00 in @
Overturning
= , 2.37 OK
Sliding
_ 1.52 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 523,2 lbs
less 100% Passive Force = - 177.8 lbs
less 100% Friction Force. = - 615.9 lbs
Added Force Req'd
= 0.0 lbs OK '
....for 1.5: 1 Stability.
= 0.0 lbs OK'
[Footing Design Results
=
Toe Heel
Factored Pressure =
1,669 0 psf
Mu': Upward =
0 0 ft-#
Mu': Downward =
0 0 ft-#
Mu: Design =
0 493 ft-#
Actual 1 -Way Shear =
0.00 12.74 psi
" Allow 1 -Way Shear =
0.00 85.00 psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
Norte Spec'd
Key Reinforcing =
None Spec'd
Lateral Load Applied to Stem, r
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft.
...Height to Bottom ' _ '0.00 ft
Page 1
Footing Strengths & Dimensions
Pc = 2,500 psi Fy =
40,000 psi
Min. As % _
0.0012
Toe Width =
0.00 ft
Heel Width. =
2.25
Total Footing Width =5'
=
Footing Thickness =
1200 in
Key Width =
12.00 in
Key Depth 4
8.00 in
Key Distance from Toe =
1,25 ft
Cover @ Top = 3.00 in @
Btm.= 3.00 In
Adjacent Footing Load
Adjacent Footing Load = ._2,613.0
Itis
Footing Width =
3.25 ft,
Eccentricity =
5.501n
Wall to Ftg CL Dist =
4.50 ft
Footing Type
Line Load
Base Above/Below Soil
=
_
at Back of Wall -
.1.0 ft
Stem construction
Top stem -
Design height
ft =
Stem OK
: 0.00
Wall Material Above "Hr'
=
Masonry
Thickness
=
8.00
Rebar Size
Rebar Spacing
32.00_
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa.
=
oA77
Total Force. @ Section
lbs =
309.0
r
Moment.... Actual.
ft-#=
290.0
Moment ..... Allowible
=
608.4
Shear..... Actual
psi =
5.3
Shear..... Allowable '• •
psi =
19!4
Bar Develop ABOVE Ht.
in=
20.00
Bar Lap/Hook BELOW Ht.
in =
6.00
Wall Weight
-
78.0
Rebar Depth 'd'
in =
5.25
Masonry Data
fm.
psi =
1,500
Fs
psi =
20.000
Solid Grouting
=
Yes
.Special Inspection
=
No
Modular Ration'
-
25.78
Short Tenn Factor
=
. 1.000
Equiv. Solid Thick.
in=
7.60
Masonry Block Type = Medium
Weight
Concrete Data
pc
FY
psi
Psi
-ES S/; )y/
)i{Y
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: Not req'd, Mu < S' Fr LLJ E31 25 V7 r
Key: Not req'd, Mu < S . Fr Exp. 12/31/2008
�r
CIVIL
\�F OW'v-
TIMOTHY S. MALLIS CIVIL ENGINEER
Title:
Job # '
ORCO BLOCK INC.
Dsgnr:
Date: 8:51 AM, 18 JAN 07
• - 4510 RUTILE ST.
'Description
RIVERSIDE, CA. 92509
Scope
(951) 685-1521
Rer. 510300 ng ,q,
User. KW035
-0622. Ver 5.1.3.22Jt 1999. Win32, tant''evereid Retaining all Design
(c) 1983-9$ ENERCALC
- Page .2.
J' •7 C:\documents and'settin ftallislm document -
Description CENTER POINT 3'-4" LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER TIER V AWAY
Summa of Overtumin &.Resisting Forces & Moments
..,OVERTURNING.:...
....RESISTING.....
Force Distance Moment
Force Distance Moment .
Item Ibsft ft-# '
Ibs' ft ft #'
Heel Active Pressure = 328.1 1.44 473.6
Soil Over Heel=
580.0 1.46 845.8
Toe Active Pressure = 0.33.
Sloped Soil Over Heel =
Surcharge Over Toe . =
Surcharge Over Heel =
Adjacent Footing Load _ 195.1 .1.24 241.6
Adjacent Footing Load
Added Lateral Load _
Axial Dead Load on Stem _
7 '0.00
Load @ Stem Above Soil =
Soil Over Toe
SeismicLoad =
Surcharge Over Toe __
Total = .523.2.. O.T.M. _ 715.2
Stem Weight(s)
Earth @ Stem Transitions
259.7 0.33 86:6 '
Resisting/Overturning Ratio = 2.37-
Footing Weight =
337.5 1.13 379.7
Vertical Loads -used for Soil Pressure = . •. 1,368.7 lbs '
Key Weight =
100.0 1.75 + 175.0
Vert. Component =
91.4 • 2.25' .205.8
Vertical component of active pressure used for soil pressure.
Total =
t
1,368.7 lbs R.M = 1,692.8
Uj
CE31925 N
rn
'
Exp. 12/31/2008"
�l CIVIL-• �Q
q�FOF CA\ -\F
TIMOTHY S. MALLIS CIVIL ENGINEER Title:
Job#
Stem Construction Top Stem.
ORCO BLOCK INC..
Dsgnr.
Date: 8:51AM, 18 JAN 07
4510 RUTILE ST.
Description
= 4.49 in .
Wall Material Above "Hr' : =
RIVERSIDE, CA. 92509
J
= 1,447 psf OK
Thickness -
(951) 685-1521
Scope;
78 psf OK
Rebar Size =
# . 4
�Rev: 510300
er.K 22,Ve5.1.3, 22-Ja1999,Wn3
1&99ENERCAIC
Cantilevered Retaining Wall Design
Page 1
16.00 .
Soil Pressure Less Than Allowable
Rebar Placed at =
c:ldocuments and setfingsNtrnallis\my document
Description CENTER POINT
4'-0" LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
Design Data
UPPER TIER T
AWAY
1105 psf
fb/FB + fa/Fa =
Criteria
Footing Shear 10 Toe'
- 0.0 psi OK
Soil Data
Footing Strengths & Dimensions
Retained Height = 4.00ft
Allow Soil Bearing = 1,500.0 psf
Pc = 2,500 psi Fy _
40,000 psi
Wall height above soil, = 0.00 ft
Equivalent Fluid Pressure Method
Min. As % =
0.0012
Slope Behind Wall = 0100:1
Heel Active Pressure = 35.0
Toe Active .Pressure = 0.0
Toe Width =
0.00 ft
Height of Soil over Toe = 0:001n
Passive Pressure = 2000.
Heel Width =
2.50
Soil Density = 11.0.00 pct
Water height over heel 0.0 ft
Total Footing Width =
tf
Sliding Calcs (Vertical Component Used)
FootinglISoil Friction = 0.450.
Footing Thickness =
12.00 in .
Wind on Stem. _ . 0.0 psf
Soil height to ignore
Key Width _
12.00 in
Rebar Depth 'd'. in=
for passive pressure = 12.00 in'
Key Depth =
8.00 in
Added Force Req'd
Key Distance from Toe =
1.50 ft
1,500
....for 1.5: 1 Stability
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Surcharge Loads
Lateral Load Applied to Stem
Adjacent Footing Load
Solid Grouting =
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding &Overturning
Lateral Load= 0.0 #!ft
'
Adjacent Footing Load =
2,613.0 lbs
Surcharge Over Toe = 0.0 psf
._.Height to, Top = 0.00 ft
Footing Width =
3.25 It
Used for Sliding & Overturning
...Height to Bottom 0.00 ft
Eccentricity =
5.50 in
Factored Pressure =
1,940 105 psf
Wall to Ftg CL Dist =
4.50 ft
Axial Load Applied to Stem
0 0 ft-#
Footing Type
Line Load'
Axial Dead Load = 0.0 lbs
Concrete Data
Base Above/Below Soil
=
-1.0 ft
Axial Live Load = . 0.0 lbs
fc psi
at Back of Wall
Actual 1 -Way Shear =
Axial Load Eccentricity. = 0.0 in
Fy psi =,
Allow 1 -Way Shear =
Desi n Summa
Stem Construction Top Stem.
Total Bearing Load
= 1,907 lbs
Design height ft=
Stem OK
0.00
...resultant ecc.
= 4.49 in .
Wall Material Above "Hr' : =
Masonry
Soil Pressure Toe
= 1,447 psf OK
Thickness -
8.00'
Soil Pressure Heel=
78 psf OK
Rebar Size =
# . 4
Allowable
_ 1,500 psf
Rebar Spacing =
16.00 .
Soil Pressure Less Than Allowable
Rebar Placed at =
Edge
ACI Factored @ Toe
= 1,940 psf
Design Data
ACI Factored @ Heel
1105 psf
fb/FB + fa/Fa =
0.605
Footing Shear 10 Toe'
- 0.0 psi OK
Total Force @ Section lbs =
•ftp=
452.8
Footing Shear Heel
= 16.9 psi OK
Moment...Actual
551.5
Allowable
= 85.0 Psi
Moment.....Allowable =
905.4
Wall Stability Ratios
Shear..... Actual . psi =
7.9
Overturning
= 249 OK
Shear..... Allowable psi =
19.4
Sliding -
= 1.55 OK
Bar Develop ABOVE Ht. in=
20.00
Sliding Calcs (Vertical Component Used)
Bar Lap/Hook BELOW Ht. in=
6.00
Lateral Sliding Force
= 667.5 lbs
Wall Weight =
78.0
less 100% Passive Force = - 177.8 lbs .
Rebar Depth 'd'. in=
5.25
less 100% Friction Force = - 858.2 lbs
Masonry -Data
Added Force Req'd
= 0.0 lbs OK
Pm psi=
1,500
....for 1.5: 1 Stability
= 0.0 lbs OK
Fs psi =
20,000 '
Solid Grouting =
Yes
Footin Desi n Results
Special inspection =
No
Modular Ration' =
25.78 .
Toe Heel
Short Term Factor =
1.000
Factored Pressure =
1,940 105 psf
Equiv. Solid Thick. in=
7.60 '
,Mu': Upward =_
0 0 ft-#
Masonry Block Type. = Medium Weight
Mu': Downward =.
0 0 ft-#
Concrete Data
Mu: Design =
0 937 ft-#
fc psi
Actual 1 -Way Shear =
0.00 16.88 psi
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: Not req'd„Mu <-S • Fr
�%p,OFES-
`��`��(NY S, My cam.
/ CO �� C
UjCCL:E31925 u7 m
Exp. 12/31/2008
�TFCIVI
OF CAU`��``�\P
TIMOTHY S. MALLIS CIVIL ENGINEER - r Titles Job#
ORCO BLOCK INC. Dsgnr. Date: 8:51AM, 18 JAN 07
4510 RUTILE ST. Description:
RIVERSIDE, CA. 92509 scope:
(951) 685-1521 '
. R'w 510300 p
User: KW -0603522. Ver 5.1.3, 22Jier1999, Win32 Cantilevered Retaining Wall Design
User: WL0603ERCALC Wall - Page •2
c:\documents arid settin s\tmallis\m document
Description CENTER POINT 4'-0" LOWER TIER RETAINING WALL WI LEVEL BACKFILL AND
LIPPER•TIER T AWAY
I - ,
Summary of Overtunnin & ResistingForces & Moments
.....OVERTURNING..... RESISTING SISTING.....
Force Distance Moment Force Distance Moment .
hem lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 437.5 1..67 729.2 Soil Over Heel = 806.7 1.58 1,277.2
Toe Active Pressure = 0.33 Sloped Soil Over Heel = :
Surcharge Over Toe = Surcharge Over Heel = w
Adjacent Footing: Load 230.0 1.69 - 389.8 Adjacent. Footing Load = ' 191.6 2.27 435,1
Added Lateral Load Axial Dead Load on Stem = 0•00
Load 0 Stem Above Soil 'Soil Over Toe
SeismicLoad = Surcharge Over Toe =
Stem Weight(s) 312.0 0.33 104.0
Total _ 667.5 O.T.M. = 1,118:9 Earth @ Stem Transitions
Resisting/Overturning Ratio = 2,49. Footing Weight 375.0 1.25 468.7
Key Weight
Vertical Loads used for Soil Pressure 1,907.2 Itis = 100.0 2.00. 200.0
Vert. Component - _ 121.9 2.50 304.8
Vertical component of active pressure used for Soil pressure . Total = 1,907.2 lbs R.M.= 2,789.9
' OFESS��
����� .
S y
Lu GE31925 `N rn
Exp. 12/31/2008
d19r CIVIL
FOF CAOIT
TIMOTHY S. MALLIS CIVIL ENGINEER Title: Job #
ORCO BLOCK INC. • Dsgnr. Date: 8:51AM, 18 JAN 07
4510 RUTILE ST. Description
RIVERSIDE, CA. 92509 Scope
"(951) 685-1521
[L51D300 Page 1
603522.Ver5.1.3,22Ja�t999,VWn32' GantlleVered Retaoning Wai9 Design3-99 ENERCALC c:ldocuments and settin s\tmalliMm document
ti
Description CENTER POINT 4.'=8" LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER TIER 3' AWAY .. .
Criteria Soil Data Footing Strengths & Dimensions
Retained Height 4.67ft Allow Soil Bearing 1,750.0 psf Pc 2,500
psi Fy -:. -40,000 psi ,
Wa11 height above soil = 0.00 ft Equivalent Fluid Pressure Method Min. As % = 0.0012
Heel Active Pressure' * = 35.0 Toe Width
Slope Behind Wall 0.00 1 = 0.00 ft
Toe Active Pressure = 0.0 Heel Width - 3.00
Height of Soil over Toe = 0.00in. Passive Pressure. = 200.0 Total Footing Width = X06
-Soil Density. = 110.00 pcf Water height over heel . = 0.0 ft
Footing Thickness , = 12.00 in "
FootingilSoil Friction = 0.450
Wind on Stem = 0.0 psf Soil height to ignore Key Width = 12.00 in
for passive pressure = 12.00 in Key Depth 6.00 in
Key Distance from Toe = 2.00 ft
Cover @ Top 3.00 in @ Btm.= 3.00 In
Surcharge.Loads Lateral Load Applied. to Stem Adjacent Footing Load
Surcharge Over Heel = 0.0 psf Lateral Load . = 0.0 #/ft - Adjacent Footing Load = 2,613 0 lbs
Used To Resist Sliding & Overtuming ...Height to Top = 0.00 ft Footing Width = 3.25 It
Surcharge Over Toe . 0.0 psf .,.Height to Bottom ` _ 0.00 ft Eccentricity = 5.50 in
Used for Sliding & Overturning ' Wallto Ftg CL Dist, = 4.50 -ft
Axial Load Applied to Stem Footing Type ' , Line Load
I Base Above/Below Soil ' .
Axial Dead Load = 0.0 lbs at Back of Wall = -1.0 ft
Axial Live Load = 0.0 lbs
Axial Load Eccentricity 0.0 in
Desi n Summa!y LStem Construction Top Stem`
.Stem OK .
Total Bearing Load = 2,733 lbs Design height- . ft= 0.00
resultant ecc. = 4.03 in Wall Material Above "Ht" = Masonry .
Soil Pressure @ Toe = 1,523 psf OK Thickness 8.00
Soil Pressure @ Heel = 299 psf OK- Rebar Size` _ # 5 .
Allowable _ 1 750 psf Rebar Spacing = 16.00
t d PlaEd
bar -ace = e
Soil Pressure Less Than Allowable � Re9
Design Data
ACI Factored @ Toe _ 2,092 psf fb/FB + fa/Fa = 0.858 '
ACI Factored Heel . " = 410' psf Total Force @ Section Ibs = 596.0
Footing Shear @ Toe = 0.0 psi. OK Moment....Actual ft-# _ -908.0
Footing Shear @ Heel = 23.9 psi OK Moment ...... Allowable 1,058.0
Allowable = _ 85.0 psi
Wall Stability Ratios Shear ..... Actual psi = 10.6
Overturning. 2.96 OK Shear..... Allowable psi= 19.4
Sliding = 1.65 OK Bar Develop ABOVE Ht. in = 30.00 '
Sliding Calcs, (Vertical Component Used) Bar Lap/Hook BELOW Ht. in = 6:00
Lateral Sliding Force = 821.7 lbs Wall Weight" = 78.0
less 100% Passive Force = 125.0 lbs. Rebar Depth 'd' in = . 5.25 ,
less 100% Friction Force = - 1,229.9 lbs Masonry Data
Added Force Req'd = 0.0 Ibs . OK Pm psi = 1,500
= .
for 1.5: 1 Stability = 0.0 lbs OK Fs psi 24,000'
Solid Grouting, = Yes
Footin Desi n Results Special Inspection = No
Modular Ratio'n' • = 25.78
Toe Heel Short Term Factor = 1.000'
Factored Pressure = 2,092 410 psf Equiv. Solid Thick. in 7.60
Mu': Upward = .0 0 ft-# Masonry Block Type = ' Medium Weight:
Mu': Downward = 0 0 ft-# Concrete Data
Mu: Design = 0 1,544 ft4 Pc psi =
Actual 1 -Way Shear = 0.00 23.87 psi Fy psi= Q �pFE�SjO��
Allow 1 -Way Shear . _ . 0:00 85.00 psi other Acceptable Sizes & Spacings NY S�\�F
Toe Reinforcing = None Speed Tce: Not req'd, Mu < S ' Fr Q O� 4,1
Heel Reinforcing = None Speed. Heel: Not req'd,' Mu < S . Fr �� 2
Key Reinforcing = None Speed Key. Not req'd, Mu < S' Fr w CE31925 N m
cc
Exp. 12/31/2008
Jl CIVIC-
�TFOF CA��F��
TIMOTHY S. MALLIS CIVIL ENGINEER
Title - ;
Job #
ORCO BLOCK INC.
Dsgnr:.
Date: 8:51AM, 18 JAN 07
4510 RUTILE ST.
Description
RIVERSIDE, CA. -92509
scope
(951) 685-1521
. Ree 510300
�Se�°5D335�•vu5.1.3•�,�19�•wn3z Cantilevered.Retaining.Wall Design
(ci 19H3 -S9 ENERCALC
Page 2
c:ldocuments and settin sMmallis\m document' '
Description CENTER POINT 4'-8"LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER TIER T AWAY
I.Summa[yof Overturning &Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING....:
Force Distance Moment
Force Distance Moment'
Rem lbs ft ft-#
lbs ft . ft-#
Heel Active Pressure = 562.6 1.89 1;063.3
Soil Over Heel =
1,198.6 1.83 2,197.5
Toe Active Pressure = 0.33
Sloped Soil Over Heel =,
Surcharge Over Toe _
'Surcharge Over Heel =
Adjacent Footing Load = 259.1 2.15 556.7
Adjacent Footing Load =
.488.4 2.35. " : '1,149.3 .
Added Lateral Load =
Axial Dead Load on Stem =
0,00
Load @.Stem Above Soil =
Soil Over Toe
.
SeismicLoad =
Surcharge Over Toe =
Total = 821.7. O.T.M. = 1,620.1
Stem Weight(s)
'Earth @ Stem Transitions
364.3. 0.33 121.4
Resisting/Overturning Ratio = 2.96
Footing Weight =
450.0 1.50 675.0
Vertical Loads used for Soil Pressure =. 2,733.1 lbs
Key Weight =
75.0 2.50 187.5
Vertical component of active pressure used, for soil pressure
Vert. Component
156.8 3.00 4704
.
Total=
2,733.1 Ibs R.M = 4,801.1
`/lF
- �n N�� S•
U-1
CE31925
rn
'
Exp. 12/31/2008
`fT CIVIC a�P
9TF OF C F:L1���
tIMOTHY S. MALLIS CIVIL ENGINEER
ORCO BLOCK -INC.
4510 RUTILE ST.
RIVERSIDE, CA. 92509
(951) 685-1521
Rev; 510300
User. KW -0603522. Ver 5.1.3.22Ji 1999. W1n32
(t) 1983-99 ENERCALC
Title:
Dsgnr.
Description.:
Scope:
Cantilevered Retaining Wall Design
Job #
Date: 8:51 AM, 18 JAN 07
CENTER POINT 5'-4" LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER TIER T AWAY
Criteria
psf
Retained Height =
5.33 ft
Wall Height above soil' =
0.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
0.00 in
Soil Density =
110.00 pcf
Wind on Stem =
0.0 psf
Surcharge Loads
Surcharge Over Heel = 10.0
psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0-psf
Used for Sliding & Overturning
= 35.0
Axial Load kpplied.to Stem
Axial Dead Load =
0.0 lbs
Axial Live Load =
0.0 lbs
Axial Load Eccentricity =
0.0 in
Design Summa
Soil height to ignore
Total Bearing Load =
3,617 lbs "
...resultant ecc. =
4.38 in
Soil Data
= 1,680 psf OK
Allow Soil Bearing.
1,750.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 200.0
Water height over heel
= 0.0 ft
FootingIISoil Friction
= 0.450
Soil height to ignore
= 85.0 psi
for passive pressure
= 12.00 in
Overturning
Lateral Load Applied to Stem
Lateral Load =
0.0 #tft
...Height to Top =
0.00 ft
:.Height to Bottom =
0.00 ft;.
Soil Pressure @ Toe
= 1,680 psf OK
Soil -Pressure Q? Heel
= 386 psf OK
Allowable
= 1,750 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe=
2,244 psf
ACI Factored @ Heel
= 516 psf
Footing Shear @_ Toe
_. 0.0 psi OK
Footing Shear @ Heel
= 28.5 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
2.50 ft
Overturning
= 3.26 OK
Sliding
_ 1.85 OK -
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 975:3 lbs
less 100% Passive Force = - 177.8 lbs
less 100% Friction Force = - 1,627.7 Itm
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;244. 516 ps
Mu': Upward =
0 0 ft
Mu': Downward =
0 0 ft
Mu: Design =
0 2,301 ft
Actual 1 -Way Shear =
0.00 28.52 psi
Allow 1 -Way Shear =
0.00 85.00 psi
Toe Reinforcing =
None Speed
Heel Reinforcing =
None Speo'd
Key Reinforcing =
None Spec'd
Page 1
Footing Strengths & Dimensions
fc - 2,500 psi Fy .=
40,000 psi
Min. As °% =
0.0012
Toe Width =
0.00 ft
Heel Width =
3.50
Total Footing Width =
'
Footing Thickness =
12.00 in
Key Width =
Y 12.00 in
Key Depth _
8.00 in
Key Distance from Toe =
2.50 ft
Cover @ Top . = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
#. 4
Adjacent Footing Load =
2,613.0 lbs
Footing Width =
3.25 ft
Eccentricity =
5.50 in
Wall to Fig CL. Dist =
4.50 ft
Footing Type
Line Load '
Base Above/Below Soil
at Back of Wall =
-1.0 ft
Stem Construction
#
#
Top Stem
2nd
Stem OK
Stem OK
Design height
ft=
2.00
0.00
Wall Material Above "Hf'
=
Masonry
_Masonry
Thickness
=
8.00
12.00
Rebar Size
-
#. 4
# 4
Rebar Spacing
=
16.00
16.00
Rebar Placed at
=
Edge
Edge
Design Data
fb1FB + fa/Fa
=
0.320
0.652
Total Force @ Section
lbs =
309.0
740.0
Moment.... Actual
it-# =
290.0
1,353.4
moment ... ..Allowable
ft-# =
905.4
2,074.4
Shear ..... Actual
psi =
5.4 •
7.4
Shear..:..Allowable .
psi =
19.4
19.4
Bar Develop ABOVE Ht.
in =
20.00
20.00
Bar Lap/Hook BELOW Ht. in =
20.00
6.00.
Wall Weight.
psf=
78.0
124.0
Rebar Depth 'd'
in =
5.25
9.00
Masonry Data .
I'm ,
psi=
.1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Special Inspection
=
No .
No
Modular Ration'
=
25.78
25.78-
5.78-Short
ShortTerm Factor
=
1.000
1.000
f Equiv.-Solid Thick.
_ in=
7.60
11.62
Masonry Block Type = Medium Weight
Concrete Data"
fc
Fy
psi =
psi =
4
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: #4L 19.75 in, #5@ 30.50 in, #6@ 43.25 in, #7@ 48.g� 25 in�g m
Key: Not req'd, Mu < S'.Fr Lu CES
CExp. 12/31/2008
LP , CIVI\-
OF C
i IMOTHY S. MALLIS CIVIL ENGINEER Title.- Job #
ORCO BLOCK INC. Dsgnr Date: 8:51 AM, 18 JAN 07
4510 RUTILE ST. Description
RIVERSIDE, CA. 92509 Scope-:
(951) 685-1521
Rev; 510300 Page 2
• User: KW-0603571. Ver 5.1.3.22-J� l999, WU32
(c,,963-99 ENERCALC .Cantilevered Retaining W611 Design
cAdocuments and settin slimallis= document
Description CENTER POINT 5'-4" LOWER TIER RETAINING WALL W/ LEVEL BACKFILL AND
UPPER TIER T AWAY
Summa of Overturnin &Resistin Forces & Moments
.....OVERTURNING..... :....RESISTING.....
Force Distance Moment Force Distance Moment
it lbs ft ft_# ' lbs It ft-#.
Heel Active Pressure = 701.2 2.11 1,479.5 Soil Over Heel = 1,465.8 2.25 3,297.9 }
Toe Active Pressure = 0.33 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel
Adjacent Footing.Load = 274.1' 2.68 734.0 Adjacent Tooting Load = 2.44 1,709.6
Added Lateral Load = - Axial Dead Load on Stem = , 0,00
Load @ Stem Above Soil = Soil Over Toe'
SeismicLoad_ Surcharge Over Toe
Stem Weight(s)' 507.7 0.41 210.6
Total = 975.3 O.T.M. = 2,213.5 Earth @ Stem .Transitions = . , 122.1 0.83 101.8
Resisting/Overturning Ratio = 3.26. Footing Weight = 525.0- 1.75 918.7_
Vertical Loads used for Soil Pressure = 3,617.1 lbs Key Weight = 100.0 3.00. 300.0 T
Vert. Component = 195.4 3.50 684.0
Vertical component of active pressure used for sail pressure Total = 3,617.1 lbs R.M.— 7,222.6
kA
CO
CE31925 N m
Exp. 12/31/2008
�TFOF CAUF