10-0960 (RPL)r I IIIIIII VIII III VIII IIII 13IE
T-v4tP.O. BOX 1504 - �VOICE (760) 777-7012
78-495 CALLE TAMPICO FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 9/20/10
Application Number: 10-00000960 Owner:
Property Address: 57505 ROSEWOOD CT ERNIE RICHTER
APN: 762-240-011-1 -32279 - 57-505 ROSEWOOD COURT
Application description: POOL - RESIDENTIAL LA QUINTA, CA 92253
Property Zoning: LOW DENSITY RESIDENTIAL (
Application valuation: 45000 D
Contractor:
Applicant: Architect or Engineer: Owner !' Ci`
�_r2 41010 f
0111V
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with
Sec tiun 7000) of Division 3 of the Business and Professionals Code, and my License is In full force and effect.
License Class: License No.:
Date: Contractor:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law 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 any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)•:
(_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.).
(_ I I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
(_ 1 I am exempt under Sec. , B.&P.C. for this reason
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
LQPERMIT
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
_ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued.
_ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are:
Carrier - - - ------------- - - - - -- - Policy Number
I certify that, in the performance of the work for which this permit is issued, I shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California,
and agree that, if I should ome subject to the workers' compensation provisions of Section
3700 of the Labor Cod shall forthwi mpjy with those provisions.
Oate:
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 ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT Application is hereby made to the 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 to any permit issued as a result of this application,
the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City
of La Quints, its officers, -agents and employees for any act or omission related to the work being
performed under or following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not commenced
within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify that I have read this application and state that the above information is correct. I agree to comply with all
city and county ordinances and state laws relating to building co struction, and hereby authorize representatives
ofcothis my to enter up the above-mentioned property for spection purpo caw
Datfte: I��U gnature (Applicant or Agent):
Application Number . . . . . 10-00000960
Permit . . .
BLDG POOL PERMIT
Additional desc . ..
Permit Fee . . . .
382.00 Plan Check
Fee
248.30
Issue Date . . . .
Valuation
. . . .
45000
Expiration'Date . .
3/19/11
Qty Unit Charge
Per
Extension
BASE FEE.
252.00
20.00 6.5000
----------------------------------------------------------------------------
THOU BLDG 25,001-50,000
130.00
Permit . . .
MECH POOL
Additional desc .
Permit Fee . . . .
26.00 Plan Check
Fee
6.50
Issue Date
Valuation
. . . .
0
Expiration Date
3/19/11
Qty Unit Charge
Per
Extension
BASE FEE
15.00
1.00 11.0000
----------------------------------------------------------------------------
EA MECH FURNACE >100K
11.00
Permit . . . .
ELEC POOL PERMIT -RES
Additional desc .
`Permit -Fee
4-5.00- - Plan Check
---Fee-.-.
-- 11.25
Issue Date . . . .
Valuation
. . . .
0
Expiration Date
3/19/11
Qty Unit Charge
Per
Extension
BASE FEE
15.00
1.00 30.0000
----------------------------------------------------------------------------
EA' ELEC PRIVATE SWIMMING
POOL
30.00
Permit . . .
PLUMBING
Additional desc .
Permit Fee . . . .
33.00 Plan Check
Fee
8.25
Issue Date . . . .
Valuation
. . . .
0
Expiration Date
3/19/11
Qty Unit Charge
Per
Extension
BASE FEE
15.00
2.00 6.0000
EA PLB FIXTURE
12.00
1.00 3.0000
EA PLB WATER INST/ALT/REP
3.00
1.00 3.0000
---------------7----------------------------------------------=-------------
EA PLB GAS PIPE 1-4 OUTLETS
3.00
Permit . . . . . .
WALL/FENCE PERMIT
LQPERMIT
Application Number . . . . . 10-00000960
Permit . . . WALL/FENCE PERMIT
Additional desc . .
Permit Fee . . . . 15.00 Plan Check Fee .00
Issue Date Valuation . . . . 240
Expiration Date . . 3/19/11
Qty Unit Charge Per
Extension
BASE FEE
15.00
----------------------------------------------------------------------------
Special Notes and Comments
POOL/SPA, 1416" 4' EQUIPMENT ENCLOSURE,
CITY STANDARD. ALARMS/BARRIERS SHALL BE
IN PLACE AT PRE -PLASTER INSPECTION. 2007
CODES.
----------------------------------------------------------------------------
Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473)
2.00
Fee summary Charged Paid
--------------------
Credited
--------------------
Due
-----------------
Permit Fee Total 501.00 .00
.00
501.00
Plan Check Total 274.30 .00
.00
274.30
Other Fee Total 2.00 .00
.00
2.00
Grand Total 777.30 .00
.0.0
777.30
LQPERMIT
P.O. Box 1504
LA QUINTA, CALIFORNIA 92247-1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
BUILDING & SAFETY DEPARTMENT
(760) 777-7012
FAX (760) 777-7011
PROPERTY OWNER'. S PACKAGE
Disclosures & Porins for Owner -Builders Applying for Construction Permits.
VkW_ aRT1"V NOTICE TO )PROI•E)LITY OWNRR t,+'
Dear Property Owner.
An. application for a building permit has been submitted in your name listing yourself as the builder of the property
improvements specified at '? -Sog 905QwoQIS COVQ. tL • G?.
We. are .Providing you with an Owner -Builder Acknowledgment and Inf rmation Veri€ication Form to make you aware of your
responsibilities and possible risk you may .incur by having this permit issued in your'name as the
Owner -Builder. 'We will -not -issue w building ;permit- until. you have read; initialed, yotrf. understanding of each prevision;
(signed; and returned this`fortn to us at our official address indicated. An agent of the owner cannot execute this notice
unless you, the property owner, obtain the prior approval of the permitting authority.
OVRq'�WS ACKNOW%EIDGMNI AND VEIIIFIECATION OF ROORMAMN
DIRECTIONS: Read and initial each: statement below1b signify you understand or verify this information.
I understand a•,ftequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder"
building perinit that °erroneously implies that the' providing his or her own labor and material personally. I, as
an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person
and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those
injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance -coverage for injuries to workers
onmy. property.
'_#"``2. I understand building permits are not required to be signed by property owners unless they are responsible for the
construction and are not hiring a licensed Contractor to assume this responsibility..
11 understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect
myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my
own.
I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on
permits and contracts.
I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value
of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer"
under state and federal law.
4/x -
e6. I understand if I .am considered an "employer" under state and federal law, I must register with the state and federal
government, withhold payroll taxes, provide workers' compensation disability insurance, and' contribute to unemployment
compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial
risk.
_f'* -7. I understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential
structures cannot .legally build them with the .intent to offer them for sale, unless all work is performed by licensed
subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed
under contract with a licensed general building Contractor.
yk-8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any
financial or personal. injuries sustained. by any subsequent owners) that result from any latent construction defects in the
worlananship or materials.
$6LI understand I may obtain more information regarding my obligations as an "employer" from the Inter -nal Revenue
, the United States Small Business Administration, the California Department of Benefit Payments, and the California
Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-
800-321-CSLB (2752) or www.csib.ca.gov for more information about licensed contractors.
*10. 1 am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the
party legally ?�IInd fin - 11 responsible for proposed construction activity at . the following address:
7W— I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all
applicable laws and requirements that govern Owner -Builders as well as employers.
12. 1 agree to notify the issuer of this form immediately of any additions, deletions, or oranges to any of the information I
have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with
someone who does not have a license,. the Contractors' State License Board may be unable to assist you with any financial loss . .
you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in'eivil court It is also
important for you to: understand that if an ui licensed Contractor or employee of that individual or firm is injured while working
on your property, you may be held, liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contracmors,
You wilt be responsible for verifying whetther or not those Contractors are properly licensed and the status of their workers'
compensation insurance coverage.
Before a building permit can be issued, this form must be completed and signed by the property owner and returned to
the agency responsible for issuing; the.permtL Note: A copy of the property owner's• di:iver'SJkVMef form notar-;izatioN or
other verification acceptable to the agency is required to be presented when the permit is issued to verify the property
owner's signature.
Signature of property owner tC4� ! (W9L Date: V14
Note: The following Authorization Form is required to be completed by the property owner only when designating
an agent of the property owner to apply for a construction permit for the Owner -Builder. v
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding.the Notice to Property Owner, the execution of which: I understand is my personal responsibility, I hereby authorize
the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner'Budder
Permit for my project.
Scope of Construction Project (or Description of Work):
Project Location or Address:
Name of authorized Agent:
Address of Authorized Agent:
Tel No
I declare under penalty of perjurythat I am the property owner for the address listed above and I personally filled out the above
information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification
acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature..
Property Owner's Signature:
Date:
n > -u -n N
> 0 :3 o 3 —:3 (D o
F_ - 0 0 C
35' 0— 0
=r (D 0 0 a -
CD (D CD
CD < M 0 - a
x 0 CD =r
- CD C n 1-1 :17 3 cD o 5
0 00 0 CD :3 0 -
M :5 0 c - �5 0
:y :3 Q
CL (D CD
:3 -0 (D 3 CD
n :3 @)
0 a
:E 0 CD c (C)
0 (D 0 0 0 :T =3 -0 0 C)7 D
> c 0 CD Q_ 55* :3 -
(D :3 0 0
(D Q0 d d 3 -0
:3 c 0 C= < o
a 0 0 "a 0
0 3 0
0
0 (D c
0 0 1 m a 0- :D 0'c c
< 3 :3 CO -
> -0 C N CL 3 0
CD 0 0 01A < a
:3 c a
n CO o
0 0 ::r CD 0 (D --a
0 :3 a k 0 > cL 3
(D - , - 0
l< =3 o It to :3 - m CD
-0 77 0
0 :3 M
-< 3
C :r"a 3 --a
z c 0 (n (D 0
tj 3 > <
0 0 CD :3 3 5 a 0 M
(D (D CD O'< 0 0 ::Z
D
Q C cr OL =r,< — 3 6D
0
r- 0 0 0 3 CD :3
0 0 :3 0 -0 0 0
:3 0 0 a o 0 CD 0
(D n
Lo m :3 - o 0 UD :3 C 0
2 M (0 -0 CD Q. CL -
4-n2 c 0
3 03 a :r -
3 CD 0 0 D. 0 0 ;u CD
3 0 a - - D :r
2) Wne -0 CD c < 0 CD
00- m < 3
x CD
oa D (D a- ::3. CD :5.
�< :L o CD :3 CD
C -n >SD 3 0 Z-_: R: 0 0 0 0 CD
0 ( � w CO '0_0 CD 0 5 CD =t 0 - :E OL
D !� C
C. u 0 (Q 0 D :3
r8a)- 0 - D � 0 a
WWO Q: - 0 , 0
'Dow a CD 0 U;* :r 3 ol 00N
3- , (� m 0 :3 a 0 CD 0 o <
0 OL 0 D :r 0 3
O 5* 0 CD 3
(D OL
c 0 CD
0 o 77
0 - cD _ (D Z (D
(D 0 0
0 (D M >
c �, M
CD _
!A-. 0 --1 :3 OO
:3 :r CD 0 0
ys 0 0 CD :3 3
O Q_ -
::3
6 5
0 -0- CD 0 Q 4. CD cr CD
:r -<
0 -
0,0 C) C 0 o 0 -a CD —3
:3 7�7 0
CD 3 0 3
-< 0 0 0 CD 5 0
0 00 ;�� CD 0 0 :3
3 " a 0 0
cD 0 :3 3 (D l< 0 0 0
0 _< a "a Q- 0 n 1~f 7 0
0 = N
c 0
(D 0-0 0
=. :E " :3 90
c �o
=r CD 0 -
65 a 70 a 0
O 0 CD -0 0 M
- CD D
0
(D
0
CD
Q
m
m
U)
4
90
0
0
Z
Z
;o
CD
Z -0
0 >
F-
CD < 0
0 <
0 aC) M
m
; -00
'0 Om
0 N) @
0
Z
n
0
Z
(A
(4
0
0
Z
M
Bin #
Qty of La Quinta
Building 8r 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: 5qsoy t?,D Cl
Owner's Name: ,,Ae4-,4//,z--
A. P. Number:
Address: <274
Legal Description:
Contractor:
City, ST, Zip:
Telephone FRI 711-1� 111
Project Descr iption:ADD 1- -1 e
4
Address:
City, ST, Zip:
& .11 )c
Telephone: ..................
State Lic. # City Lic.
Arch., Engr., Designer:
Address:
-7
City, ST, Zip:
Telephone:
05
State Lic. #:
Name of Contact Person: 9AI 1,65-
Construction Type: Occupancy'.
Project type (circle one): New Add'n Alter Repair Demo
Sq. Ft.:
# Stories: --- T#
Units:
Telephone #.of Contact Person:
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE.
N
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
I ei.1
Amount
Structural Cales.
Reviewed, ready for corrections
Plan Ch . eck Deposit
Truss Cales.
Called Contact Person
Plan Check Balance.
Title 24 Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2d 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
7—
IN HOUSE:-
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
--F
J
Total Permit Fees
RICHTER RESIDENCE �Z-orl
57-505 ROSEWOOD COURT Q _
LA QU INTA. CA 92253 PROPERTY LINE BLOCK WALL 6'
L
1111111 IIIII III III I
IIII 14
IE
MAR n 9 )nin
ORCO STANDARD 6' TO 8'-8" CMU SITE WALLS
O OPTIONAL FLAT CAP
DESIGN CRITERIA: PER THE 2007 CBC
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 60.
5. 1500 PSI MASONRY COMPRESSION STRENGTH,
z
F
I STEEL
UTED ONLY @ VERTU NOTES.,
Y DROP-IN BAR
#6 STD JOINT
REINFORCEMENT @ 24" 0/C
(3 PLACES - 4 PLACES FOR 7'
& 8' WALLS). USE #5 STD.
FOR SLUMP BLOCK
NOTE: PROVIDE #4 DOWEL &
#4 DROP-IN B4R AT EACH
SIDE OF CONTROL JOINTS;
ENDS OF WALLS AND @ WALL
HEIGHT CHANGES
X' DOWEL @ CENTER OF
CMU.
�TB4CK�, SEE CHART
—III— 2
I I-1 1 1 1 Ly,AX,
— #4 HORZ. COM.
5'70 DAYLIGHT
CONT.
SEE CHART FOR REQUIRED REBAR
AND FOOTING DIMENSIONS.
1. CONCRETE BLOCK SHALL CONFORM TO ASTM C 90.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/2
PARTS SAND TO 3-1/2 PARTS GRAVEL WITHA MAXIMUM OF 1-1/1
GALLONS OF WATER PER S40C PORTLAND CEMENT SHALL CONFORM
TO ASTM C 150 TYPE IIIV. k = 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
ASTM A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
WHICH ITIS LOCATED.
5. CONCRETE BLOCK SHALL BE LAVED IN A RUNNING BOND
PATTERN WITH VER TICAL CONTINUITY OF THE CELLS UNO.
6. ALL BLOCK CELLS CONTAINING VERTICAL REBAR SHALL BE SOLID
GROUTED.
7. USE TYPE S MORTAR PROPOR77ONED USING ASTM C 270 PART
CEMENT TO 112 PART LIME TO 4-112 PAR75 DAMP, LOOSE SAND.
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 318"
PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABL.EAND BLOCK
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREG4770N OF THE CONSIT DENTS.
9. BLOCK STEM MAYBE WET -SET 1-112- INTO THE F0077NG WHILE
THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE FOOTING.
10. F0077NG MUST BE POURED ON OR INTO UNDISTURBED
NATURAL SOIL OR ON COMPACTED FILL WITH A MINIMUM
COMPACTION OF 90 %.
Il. FIRST INSPEC77ON TO BE AFTER F0077NG TRENCHES ARE
READY FOR CONCRETE AND ALL REQUIRED STEEL IS TIED IN PLACE.
SECOND INSPECTION TO BE WHEN THE REQUIRED VERTY04L IS IN
PLACE AND THE BLOCK WALL IS READY TO GROUT.
12. MAXIMUM CONTROL JOINT SPACING. 40'01C. 20'01C FOR
WALLS TO BE MORTAR WASHED OR STUCCO COATED.
MIN. FOOTING DEPTH FOR 5' TO DAYLIGHT
WALL @ I WALL @ WALL @
SLOPE TOP I FT. SETWO, 1 2 fT. SET73ACK
2 TO 1 2'6- 2'0'
3 TO 1 2'-0-
SHE4 TRILOGY/LA QUINTA
TR. NO: 35596
prc ON
�N4 61
� p �
m
Lu
NT 031925 N A
* Em 12-31-2010
J'�4l C / v
F
0F CA��Fp
CHART FOR 6' TO 8'--8" SITE WALL W/ TRENCH FOOTING
WIND
MAX.
D
DESIGN
WALL
TRENCH
FOOTING
'X' DOWEL
'Y' BAR
SPEED
HEIGHT
DEPTH
#4@ 40" 0/C. ID+[' -9"
#4 @ 40" 0/C
U u
36' 0/C - 18' CMU
w
X
#4@ 32" 0/C D+I'-9"'
z Q
Z w
27' 0/C - 18° CMU
27' 0/C - 18' CMU
3 w
2 N#4@
7'-4"
2'-8"
24" 0/C I D+I'-9"
#4 @ 24" 0/C
EL
18. 0/C - 18• CMU
36' 0/C - 18' CMU
In
#4@ 16" O/C I D+I14"
18' 0/C - 18' CMU
18' 0/C - 18' CMU
8'-$"
3'-3"
#5@ 16" 0/C I D+2'-3"
#5 @ 16" 0/C
18' O/C - 113' CMU
18' 0/C - IB' CMU
FOR SIMARD RETURN WALLS WHERE
DRA/NAGESWALE OOCLRES, A 1/1 BLOCK
MAY LEFT OUT @ SWALE GRADE. PROVIDE
#4 DOWEL AND #4 DROP-IN BAR ON E4CH
SIDE OF THE 1/2 BLOCK DRAIN - AS
SHOWN.
co r Jvmr
1 @ EACH SIDE Of max wui w/Ramuum
UT W/ #4 DROP -JN li4X '
*4H=mw.vMPA RfWM-
;R0WWN•WN.uR,vmww "r
a lw ws
_ v o . o .1 r
K UT o o o Y
o 'o .•o o o°�i
o •° ,o v °
CONT. F0077NG _ _ lul— i_
I��� I J' nxuRz awr.vmnrzw-crs°vmeN•
MIN. UR.41°MNMAlNTQFAR /AQ•I
'unRut mm m
sva
awv�cr®sru I'-0'
FOOTING STEP DETAIL
QVOFESS/0
4
SHEA TRILOGY/LA QUINTA
TR. NO. 35596
�O
F
ti
� ` m
wm
~ C31925 N
*
EXP. 12-31-2010
S c / v
lF OF CAl\FOS
ORCO STANDARD 6' TO 8'--8" CMU SITE WALLS
OPTIONAL FLAT CAP DESIGN CRnFRL4: PER THE 2007 CBC
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 60.
S. 1500 PSI MASONRY COMPRESSION STRENGTH.
ti
F LEVEL GRADE BOTH SIDES
P
#4 HORZ CONT.
�V
WCONT. FOOTING,
SEE CHART FOR REQUIRED REBAR
AND FOOTING DIMENSIONS.
9. BLOCK STEM MAYBE WET -SET 1-1/2" INTO THE FOOTING WHILE
THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE FOOTING.
10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED
NATURAL SOIL OR ON COMPACTED FILL WITH A MINIMUM
COMPACTION OF 90 %.
11. ' FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE
READY FOR CONCRETE AND ALL REQUIRED STEEL IS TIED 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: 40'01C. 20'01C FOR
WALLS TO BE MORTAR WASHED OR STUCCO COATED.
SHEA TRILOGY/LA QUINTA
TR. NO. 35596
VofESS
/OV
61
�O
y
uiui
K � a
031925
* EXP. 12-31-2010
s4 CIv\\-�"v
lF
0p CAl\F0�
6826, 6616, OR 6618 CMU
Ito—
GROUTED ONLY @ VERT
NOTES:
STEEL
1. CONCRETE BLOCK SHALL CONFORM TO ASTM C 90.
2. CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 1-1/2
'Y' DROP-IN BAR
PARTS SAND TO 3-1/2 PARTS GRAVEL WITH A MAXIMUM OF 1-1/1
W
GALLONS OF WATER PER SACK. POR77AND CEMENT SHALL CONFORM
Q
TO ASTM C 150 TYPE H/V FC =1500 PSI
CL
#6 STD JOINT
REINFORCEMENT @ 24" 0/C
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM TO
ASTM A 615
Z
(3 PLACES - 4 PLACES FOR 7'
GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
ct
& 8' WALLS). USE #5 STD.
4. REBAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN
Q
V
FOR SLUMP BLOCK
WHICH ITIS LOCATED.
5. CONCRETE BLOCK SHALL BELAYED IN A RUNNING BOND
DOWEL 8
NOTE PRE4R
PATTERN WITH VERTICAL CONTINUITY OF THE CELLS UNO.
#4 DROP -EACH
SIDE OF COINTS,GROUTED.
6. ALL BLOCK CELLS CONTAINING VERTICAL RE8AR SHALL BE SOLID
ENDS OF @ WALLHEIGHT
ao
L7
7. USE TYPE 5 MORTAR PROPORTIONED USING ASTM C 270 PART
O
CEMENT TO 1/2 PART LIME TO 4-1/1 PARTS DAMP, LOOSE SAND.
p
8. GROUT FOR CONCRETE BLOCK PER ASTM C 476 TO BE 1 PART
b
CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8"
PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
V DOWEL @ CENTER OF
UNOBSTRUCTED CELL SIZE IS SUFFICIENT TO ALLOW GOOD GROUT
CMU.
FLOW). WATER SHALL BEADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CONSITUENTS.
ti
F LEVEL GRADE BOTH SIDES
P
#4 HORZ CONT.
�V
WCONT. FOOTING,
SEE CHART FOR REQUIRED REBAR
AND FOOTING DIMENSIONS.
9. BLOCK STEM MAYBE WET -SET 1-1/2" INTO THE FOOTING WHILE
THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE FOOTING.
10. FOOTING MUST BE POURED ON OR INTO UNDISTURBED
NATURAL SOIL OR ON COMPACTED FILL WITH A MINIMUM
COMPACTION OF 90 %.
11. ' FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE
READY FOR CONCRETE AND ALL REQUIRED STEEL IS TIED 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: 40'01C. 20'01C FOR
WALLS TO BE MORTAR WASHED OR STUCCO COATED.
SHEA TRILOGY/LA QUINTA
TR. NO. 35596
VofESS
/OV
61
�O
y
uiui
K � a
031925
* EXP. 12-31-2010
s4 CIv\\-�"v
lF
0p CAl\F0�
CHART FOR 6' TO 8'--8" SITE Wi
W/ SPREAD FOOTING
WIND
MAX.
,W,
&= WN W1R06MUAG
DESIGN
WALL
SPREAD
FOOT/NG
X'
DOWEL
Y' BAR
SPEED
HEIGHT
"n a ..orzvwsacpaam-
WIDTH
NVVSEN'MAt IM.V®MVNIAfMY
QfAlt fRLW 5011.
D p.
D p
•.�
O
I '
#4 @ 40" O/C 33"
33"
#4 @ 40" 0/C
U U
6' -Orr
2'-0„
36' 0/C - 18' CMU1
36' 0/C - I8' CMU
W
' oo
10" 10"
4
w a
D
'o ••O
D
p o
rn X
W
p
#4 @ 32" "33"
#4 @ 32" 0/C
Q
6'-8"
2'-3"
27' 0/C - IB' CMU!
27' 0/C - 18' CMU
Z
— W
i
—
10" - 10"
W
CL
0/C
= N
#4 @ 24 33"
#4 @ 24" 0/C
CL
H
%'-4"
2'-4"
I8' 0/C - I8' CMU I
36' 0/C - IB' CMU
12" -- 12"
U)
a' (D
#4 @ 16" OI/C
33"
#4 @ 16" O/C
2'-6"
18' 0/C - I8' CMUL
18' 0/C - 18' CMU
12" -- 12"
i
#5 @ 16" 0I1
C 39"
#5 @ 16" 0/C
2'-9"
18' 0/C - IB' CMU
18' 0/C - I8' CMU
IL
14"
-- 14"
1 @ EACH SIDE OF
UT W/ A'4 DROP-IN AAR
K -OUT
Q7NT. F0077NG
FOR SIMARD RETURN WALLS WHERE
DRAINAGE SWALE OCCUME , A 1/2 BLOCK
MAY LEFT OL? @ SWALE GRADE. PROVIDE
#4 DOWEL AND A'4 DROP-IN BAR ON EApf
SIDE OF THE 1/2 BLOCK DRAIN - AS
SHOWN.
J' 1 HIiUPZ QWl.O �>'lUY-INOVIpEN'
rmv.I.v,vmrwM,lwrauarmw
5oa
N.�MAW=
501E oa
STEP DETAIL
f
SHEA TRILOGY/LA QUINTA
TR. ANO. 35596
T
QROFESS , 4
SN
�O �( <
031925
* Exp. 12-31-2010
C I V �-
OF CA���O
&= WN W1R06MUAG
Ma AU
"n a ..orzvwsacpaam-
NVVSEN'MAt IM.V®MVNIAfMY
QfAlt fRLW 5011.
D p.
D p
•.�
O
•D •D
p 0
2
' oo
D
4
D
'o ••O
D
p o
p
o ••p l o
_
i
J' 1 HIiUPZ QWl.O �>'lUY-INOVIpEN'
rmv.I.v,vmrwM,lwrauarmw
5oa
N.�MAW=
501E oa
STEP DETAIL
f
SHEA TRILOGY/LA QUINTA
TR. ANO. 35596
T
QROFESS , 4
SN
�O �( <
031925
* Exp. 12-31-2010
C I V �-
OF CA���O
ORCO 6'-0" HIGH WALL W/ 2'-0" - 4'-0" RETAINING
FOR 95 MPH WIND @ EXPOSURE C
OPTIONAL PLATCAP
ORCO 6816 OR 6616 OMU
GROUTED ONLY @ VERT STEEL
04 HORZ CONT. @ 24.OX
LEVEL 84007[1 - 200 PSF
SUROMRGE. PROVIDE 9096
IN COMPACTION OR USE
54ND/GRAVEL MOOVU
W/SE> 30
j
D' DOWQ
C @ EDGE OFB' 0NU
g> 1' 0R
C7 11' DR4967AR SUB-DRALN CONTINUOUS
b 6° PER NER-569. FOLLOW MFG5INSTALIA7TON
RECOMEND4TIONS. PROVID£OUP..ET
FITTING AND 4' 0THR000H NEW WALL
o @ 100'INTERVALS.
=I I I rOAR
ry
3' #4 HORZ. CONT.
�7 (S TOTAL)
L
DESIGN CRITERIA:
1. ALLOWABLE SOIL BEARING PRESSURE = 1800 PSF
1. ALLOWABLE LATERAL PASSIVE PRESSURE = 300 PCF MIN.
3. GROUT STRENGTH = 2000 PSF @ 18 DAYS.
4. REINFORCING STEEL : GRADE 60.
S. 0.7 ONE SEC. ACCELERA77ON SEISMIC.
6. 1500 PSI MA50NR Y COMPRESSION STRENGTH.
NOTES:
1. CONCRETE BLOCK SHALL CONFORM TO ASTM C90. ORCZO STD.
PRECISION, SPLIT FACE, SLUMPED, OR WEDGELOCK BLOCK MAY BE
USED
2, CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/1
PARTS SAND TO 3-1/2 PARTS GRAVEL W17HA MAXIMUM OF 1-1/2
GALLONS OF WATER PER SAO(. PORTLAND CEMENT SHALL CONFORM
TO ASTM C 150 TYPEEIV. Fc = 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM 70
ASTM A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. RE84R SHALL BE CENTERED IN THE CONCRETE BLOC( CELL IN
WHIG! IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAVED IN A RUNNING BOND
PATTERN WITH VERTICIL 0ON77NUM OF THE CELLS UNO.
i
6. ALL BLOCK CELLS CONTAINING VERTICAL REB4R SHALL BE SOLID
GROUTED.
7. USE ORP TYPE S MORTAR PROPORTIONED USING ASTM C 170. 1
PART CEMENT TO 1/2 PART LIME TO 9-1/2 PARIS DAMP, LOOSE
SAND,
8. GROUT FOR CONCRETE BLOO(PER ASTM C 476 TO BE l PART
CEMENT TO 3 PARIS SAND (GROUT MAY CONTAIN 2 PARTS 3/8"
PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL S)ZE IS SUFF7CENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BEADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CIONSITUENT3.
9. BLOCK STEM MAYBE WET -SET 1-1/1"INTO THE P0077NG WHILE
THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE F0077NG.
10. FOOTING MUST BE POURED ON OR INTO UNDLi7URBED
NATURAL SOIL OR ON COMPACTED FILL WIT}HA MINIMUM
COMPA MON OF 90 %.
11. FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE
READY FOR CONCREIFAND ALL REQUIRED STEEL IS TIED 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. 20'01C
6" 12" SHEA TRILOGY ANNEX
LA QUINTA TR. NO. 35596
s'
'A'
'B'
04 VERT DROP-IN BAR @ 32'01C
'D' DOWEL
'E' BAR
PROVIDE24'LAP INTO 9W16 OMU
11�uu
Z
N/A
06 STD JOINT REINPoRa HENT
�7
4 2
@ 24.0/C (3 PLACES). LW OSSTD. FOR
SLUMP SLOOC
b
12.
6•
�i
2'-6'
N/A
ti
#4@3Z' O/C P4'
O
/2'
04 HORZ CONT. @ 24.OX
LEVEL 84007[1 - 200 PSF
SUROMRGE. PROVIDE 9096
IN COMPACTION OR USE
54ND/GRAVEL MOOVU
W/SE> 30
j
D' DOWQ
C @ EDGE OFB' 0NU
g> 1' 0R
C7 11' DR4967AR SUB-DRALN CONTINUOUS
b 6° PER NER-569. FOLLOW MFG5INSTALIA7TON
RECOMEND4TIONS. PROVID£OUP..ET
FITTING AND 4' 0THR000H NEW WALL
o @ 100'INTERVALS.
=I I I rOAR
ry
3' #4 HORZ. CONT.
�7 (S TOTAL)
L
DESIGN CRITERIA:
1. ALLOWABLE SOIL BEARING PRESSURE = 1800 PSF
1. ALLOWABLE LATERAL PASSIVE PRESSURE = 300 PCF MIN.
3. GROUT STRENGTH = 2000 PSF @ 18 DAYS.
4. REINFORCING STEEL : GRADE 60.
S. 0.7 ONE SEC. ACCELERA77ON SEISMIC.
6. 1500 PSI MA50NR Y COMPRESSION STRENGTH.
NOTES:
1. CONCRETE BLOCK SHALL CONFORM TO ASTM C90. ORCZO STD.
PRECISION, SPLIT FACE, SLUMPED, OR WEDGELOCK BLOCK MAY BE
USED
2, CONCRETE FOR FOOTING SHALL BE 1 PART CEMENT TO 2-1/1
PARTS SAND TO 3-1/2 PARTS GRAVEL W17HA MAXIMUM OF 1-1/2
GALLONS OF WATER PER SAO(. PORTLAND CEMENT SHALL CONFORM
TO ASTM C 150 TYPEEIV. Fc = 2500 PSI
3. REINFORCING STEEL SHALL BE DEFORMED AND CONFORM 70
ASTM A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP.
4. RE84R SHALL BE CENTERED IN THE CONCRETE BLOC( CELL IN
WHIG! IT IS LOCATED.
5. CONCRETE BLOCK SHALL BE LAVED IN A RUNNING BOND
PATTERN WITH VERTICIL 0ON77NUM OF THE CELLS UNO.
i
6. ALL BLOCK CELLS CONTAINING VERTICAL REB4R SHALL BE SOLID
GROUTED.
7. USE ORP TYPE S MORTAR PROPORTIONED USING ASTM C 170. 1
PART CEMENT TO 1/2 PART LIME TO 9-1/2 PARIS DAMP, LOOSE
SAND,
8. GROUT FOR CONCRETE BLOO(PER ASTM C 476 TO BE l PART
CEMENT TO 3 PARIS SAND (GROUT MAY CONTAIN 2 PARTS 3/8"
PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLE AND BLOCK
UNOBSTRUCTED CELL S)ZE IS SUFF7CENT TO ALLOW GOOD GROUT
FLOW). WATER SHALL BEADDED TO PRODUCE GOOD GROUT FLOW
WITHOUT SEGREGATION OF THE CIONSITUENT3.
9. BLOCK STEM MAYBE WET -SET 1-1/1"INTO THE P0077NG WHILE
THE CONCRETE IS PLASTIC. BLOCK STEM MAY BE PLACED TO
EITHER EDGE OF THE TRENCH TYPE F0077NG.
10. FOOTING MUST BE POURED ON OR INTO UNDLi7URBED
NATURAL SOIL OR ON COMPACTED FILL WIT}HA MINIMUM
COMPA MON OF 90 %.
11. FIRST INSPECTION TO BE AFTER FOOTING TRENCHES ARE
READY FOR CONCREIFAND ALL REQUIRED STEEL IS TIED 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. 20'01C
6" 12" SHEA TRILOGY ANNEX
LA QUINTA TR. NO. 35596
s'
'A'
'B'
'C'
'D' DOWEL
'E' BAR
2'-0'
2'-3'
N/A
#4@32' 0/C 33'
L
#4@37' 0/C 2/•
12.
6•
2'-6'
N/A
#4@32' O/C 14/'
L
#4@3Z' O/C P4'
/2'
6, F --
X-4-
4'
#4@16' 0/C 49'
L
#4@37' 0/C P7•
12-
6.1
4'-0'
3'-0'
6•
#5@16' 0/C 57'
#4@16' 0/C 30'
/2'
611
O QofESSIOV
S.
h
u _
w
~ C31925 A
*
Exp. 12-31-2010
J�T4 Civ �\' ol�-
lF OF CAL\
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 2' retain w/ 6' wall 95c wind Page:
Job # shea triloc Dsgnr: Date: MAR 18,2008
Description....
shea trilogy 2' retaining w/ 6" wall on top 95 mph 3 sec
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 .16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Criteria
1,661 psf OK
Retained Height =
2.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
3.00 in
Water height over heel =
0.0 ft
Wind on Stem = 17.3 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 1.62 OK
Sliding = 1.71 OK
Total Bearing Load = 1,097 lbs
...resultant ecc. = 8.22 in
Soil Pressure @ Toe =
1,661 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,800 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,911 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.5 psi OK
Footing Shear @ Heel =
5.4 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
261.3 lbs
less 100% Passive Force = -
117.2 lbs
less 100% Friction Force = -
329.0 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
B _
Allow Soil Bearing
= 1,800.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.300
Soil height to ignore
Total Force @ Section
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction
B _
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fc = 2,500 psi Fy =
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment..... Allowable
ft-#=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf=
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data
-.-
fm
psi =
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data -------
--
fc
psi =
Fy
psi =
p Stem
Footing Dimensions & Strengths
Toe Width =
0.50 ft
Heel Width =
1.75
Total Footing Width =
2.25
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
1,500
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
1.150
Base Above/Below Soil
7.60
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.000
Stem OK
2.00
Masonry
6.00
# 4
32.00
Center
0.623
103.8
311.4
499.7
4.2
51.5
47.0
2.75
24.00
24.00
2nd
Stem OK
0.00
Masonry
8.00
# 4
32.00
Edge
0.670
173.8
565.7
844.6
2.6
44.5
84.0
5.25
26.09
8.40
1,500
1,500
24,000
24,000
No
Yes
Yes
Yes
21.48
21.48
1.330
1.150
3.90
7.60
ASD
M
w �O q��/
CE31925 N
Exp. 12/31/2010
�TqT CM1-
�OF CAU1��P
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 2' retain w/ 6' wall 95c wind Page:
Job # shea triloc Dsgnr: Date: MAR 18,2008
Description....
shea trilogy 2' retaining wl 6" wall on top 95 mph 3 sec
This Wall in File: C:IProgram FilesIRP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Footing Design Results
Heel Active Pressure = 157.5 1.00 157.5
Toe Active Pressure = 0.42
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 103.8 6.00 622.8
Total = 261.3 O.T.M. = 780.3
Resisting/Overturning Ratio = 1.62
Vertical Loads used for Soil Pressure = 1,096.5 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
J
Soil Over Heel
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weighl =
Key Weight
VertComponent =
Total =
249.2 1.71 425.7
0.00
14.4 0.25 3.6
450.0 0.78 351.5
337.5 1.13 379.7
45.5_ 2.25 _ 102.4
1,096.5 lbs R.M.= 1,262.8
QpOFE
S.
¢
rn
:'o~ CE31925 N
Exp. 12/31/2010
�'T9TCIVIL
�0F CW5
Toe
Heel
Factored Pressure
= 1,911
0 psf
Mu': Upward
= 353
8 ft-#
Mu': Downward
= 48
435 ft-#
Mu: Design
= 305
427 ft-#
Actual 1 -Way Shear
= 6.49
5.39 psi
Allow 1 -Way Shear
= 75.00
75.00 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
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure = 157.5 1.00 157.5
Toe Active Pressure = 0.42
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil = 103.8 6.00 622.8
Total = 261.3 O.T.M. = 780.3
Resisting/Overturning Ratio = 1.62
Vertical Loads used for Soil Pressure = 1,096.5 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
J
Soil Over Heel
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
Soil Over Toe =
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions=
Footing Weighl =
Key Weight
VertComponent =
Total =
249.2 1.71 425.7
0.00
14.4 0.25 3.6
450.0 0.78 351.5
337.5 1.13 379.7
45.5_ 2.25 _ 102.4
1,096.5 lbs R.M.= 1,262.8
QpOFE
S.
¢
rn
:'o~ CE31925 N
Exp. 12/31/2010
�'T9TCIVIL
�0F CW5
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information. '
Title 2'8" retain w/ 6' wall 95c wind Page:
Job # shey trilog Dsgnr: tsm Date: APR 10,2008
Description....
2'-8" retaining wall w/ 6" cmu wall on loop level backfill
This Wall in File: C:1Program Files%RP2007\shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Criteria
1,373 lbs
Retained Height =
2.67 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
3.00 in
Water height over heel =
0.0 ft
Wind on Stem = 17.3 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
1Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Walt Stability Ratios
Overturning = 1.83 OK
Sliding = 1.56 OK
Total Bearing Load =
1,373 lbs
...resultant ecc. =
7.91 in
Soil Pressure @ Toe =
1,550 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,800 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,768 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.3 psi OK
Footing Shear @ Heel =
6.4 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force =
339.5 lbs
less 100% Passive Force = -
117.2 lbs
less 100% Friction Force = -
411.9 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
Toe Width =
Allow Soil Bearing
= 1,800.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingllSoil Friction
= 0.300
Soil height to ignore
150.00 pcf
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
0.50 ft
Heel Width =
2.00
Total Footing Width =
2.50
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density. =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
,n
1'
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
ft =
Base Above/Below Soil
0.00
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.000
Stem Construction
,n
1'
Top Stem
2nd
Stem OK
Stem OK
Design Height Above Ftg
ft =
2.67
0.00
Wall Material Above 'Vit"
=
Masonry
Masonry
Thickness
=
6.00
8.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
32.00
32.00
Rebar Placed at
=
Center
Edge
Design Data -
--
fb/FB + fa/Fa
=
0.623
0.828
Total Force @ Section
lbs =
103.8
228.6
Moment.... Actual I
ft-#=
311.4
699.6
Moment..... Allowable'
ft-# =
499.7
844.6
Shear..... Actual i
psi =
4.2
3.5
Shear..... Allowable
psi =
51.5
44.5
Wall Weight
psf =
47.0
84.0
Rebar Depth 'd'
in=
2.75
5.25
LAP SPLICE IF ABOVE
in =
24.00
26.09
LAP SPLICE IF BELOW
in=
24.00
HOOK EMBED INTO FTG in =
8.40
Masonry Data
_
I'm
psi=
1,500
1,500
Fs
psi=
24,000
24,000
Solid Grouting
=
No
Yes
_ Use Full Stresses
=
Yes
Yes .
Modular Ratio 'n'
=
21.48
21.48
Short Term Factor
=
1.330
1.150
Equiv. Solid Thick.
in=
3.90
7.60
Masonry Block Type
Masonry Design Method
=
ASD
Concrete Data
fc
psi =
QRQFESS
e
Fy
psi =
CrZ
CE31925 N
n
Exp. 12/31/2010
M I
\T CIVIL
FOF CALIF
To specify your own Title 2'8" retain w/ 6' wall 95c wind Page:
special title block here, Job # shey trilog Dsgnr: tsm Date: APR 10,2008
use the "Settings" screen Description....
and enter your title block 2'-8" retaining wall w/ 6" cmu wall on toop level backfill
information.
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
. Footing Design Results
Toe
Heel
Factored Pressure = 1,768
0 psf
Mu': Upward = 344
76 ft-#
Mu': Downward = 48
762 ft-#
Mu: Design = 296
686 ft-#
Actual 1 -Way Shear = 6.34
6.45 psi
Allow 1 -Way Shear = 75.00
75.00 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
Summary of Overturning & Resisting
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
409.4
1.83
750.6
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 = 103.8
6.67
692.3 Soil Over Toe =
14.4
0.25
3.6
Surcharge Over Toe _
Stem Weight(s)
-
506.3
0.79
398.4
Earth @ Stem Transitions=
Total = 339.5
O.T.M.
= 980.7 Footing Weighl =
Resisting/Overturning Ratio
=
1.83 Key Weight =
375.0
1.25
468.8
Vertical Loads used for Soil Pressure = 1,373.2
lbs Verti Component =
68.1
2.50
170.2
Vertical component of active pressure used for soil pressure Total =
1,373.2
lbs R.M.=
1,791.6
DESIGNER NOTES:
FSS1,-;-
S. /<<
LU CE31925
Exp. 12/31/2010
pit\
cSJ. CIVIL �P
OF C
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 3'4" retain w 6' wall 95c wind Page:
Job # ...New... Dsgnr: tsm Date: APR 10,2008
Description....
X-4" retaining w/ 6' cmu wall on top level backfill 95c wind
This Wall in File: C:1Program Files\RP2007%shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Criteria
1,578 psf OK
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
Water height over heel =
0.0 ft
Wind on Stem = 17.3 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
' Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
i -Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 2.04 OK
Sliding = 1.64 OK
Total Bearing Load = 1,740 lbs
...resultant ecc. = 7.68 in
Soil Pressure @ Toe =
1,578 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,800 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,790 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
6.7 psi OK
Footing Shear @ Heel =
7.1 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
431.9 lbs
less 100% Passive Force = -
188.0 lbs
less 100% Friction Force = -
521.9 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =.
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
_
Allow Soil Bearing
= 1,800.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.300
Soil height to ignore
Total Force @ Section
for passive pressure ,
= 0.00 in
I -Lateral Load Applied to Stem
Lateral Load 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction..
_
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data -
fc = 2,500 psi Fy =
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment..... Allowable
ft-# _
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data -
fm
psi =
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
fc
psi=
Fy
psi =
Footing Dimensions & Strengths
Toe Width =
0.50 ft
Heel Width =
2.25
Total Footing Width =
2.75
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
4.00 in
Key Distance from Toe =
0.50 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
0.00
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
Edge
Base Above/Below Soil
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.000
p Stem 2nd
Stem OK Stem OK
3.33
0.00
Masonry
Masonry
6.00
8.00
# 4
# 4
32.00
16.00
Center
Edge
0.623 0.530
103.8 297.9
311.4 872.5
499.7 1,646.6
4.2 4.7
51.5 44.5
47.0 84.0
2.75 5.25
24.00 26.09
24.00
8.40
1,500 1,500
24,000 24,000
No Yes
Yes Yes
21.48 21.48
1.330 1.150
3.90 7.60
ASD
?ROfESSlO*\
CE31925 N m
Exp. 12/31/2010 i" '
d'T9TF CIVIL
OF CAL1F0
To specify your own Title 3'4" retain w 6' wall 95c wind Page:
special title block here, Job # ...New... Dsgnr: tsm Date: APR 10,2008
use the "Settings" screen Description....
and enter your title block 3'-4" retaining w/ 6' cmu wall on top level backfill 95c wind
information.
This Wall in File: CAProgram Files\RP2007�shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design, Code: CBC 2007
Registration # : RP -1167735 2007013
Footing Design Results
1.44 473.6
Toe Active Pressure =
0.42
Toe
Heel
Adjacent Footing Load =
Factored Pressure
= 1,790
0 psf
Load @ Stem Above Soil = 103.8
Mu': Upward
= 358
237 ft-#
Resisting/Overturning Ratio
Mu': Downward
= 48
1,219 ft-#
1,739.7 lbs
Mu: Design
= 310
982 ft-#
Actual 1 -Way Shear
= 6.67
7.12 psi
Allow 1 -Way Shear
= 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= None Spec'd
Toe: Not req'd, Mu < S' Fr
Heel Reinforcing
= None Spedd
Heel: Not req'd, Mu < S " Fr
Key Reinforcing
= None Spedd
Key: Not Req'd = Mu<S'Fr
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... ...RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure = 328.1
1.44 473.6
Toe Active Pressure =
0.42
Surcharge Over Toe =
3.6
Adjacent Footing Load =
0.79
Added Lateral Load =
412.5
Load @ Stem Above Soil = 103.8
7.33 760.9
Total = 431.9 O.T.M.
= 1,234.4
Resisting/Overturning Ratio
= 2.04
Vertical Loads used for Soil Pressure =
1,739.7 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
i
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem=
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions _
Footing Weight =
Key Weight
Vert. Component =
Total =
606.3 1.96 1.187.4
i �kQ�O ANY .,MND!\
Lij
.G
CE31925 N m
Exp. 12/31/2010 :�o
C IL
' ��gTFOF CALIFO��\P
0.00
14.4
0.25
3.6
561.7
0.79
444.6
412.5
1.38
567.2
50.0
1.00
50.0
94.8
2.75
260.7
1,739.7 lbs
R.M.=
2,513.5
i �kQ�O ANY .,MND!\
Lij
.G
CE31925 N m
Exp. 12/31/2010 :�o
C IL
' ��gTFOF CALIFO��\P
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 4' retain w 6' wall 95c wind Page:
Job # shey trilog Dsgnr: Date: APR 10,2008
Description....
4'-0" retaining w/ 6' cmu wall on top level backfill 95c wind
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
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
Water height over heel =
0.0 ft
Wind on Stem = 17.3 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
1 Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 2.17 OK
Sliding = 1.60 OK
Total Bearing Load = 2,127 lbs
...resultant ecc. = 7.72 in
Soil Pressure @ Toe =
1,656 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,800 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,869 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
7.2 psi OK
Footing Shear @ Heel =
8.1 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
541.3 lbs
less 100% Passive Force = -
229.7 lbs
less 100% Friction Force = -
638.1 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
_
Allow Soil Bearing
= 1,800.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 150.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.300
Soil height to ignore
Total Force @ Section
for passive pressure
= 0.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction-
_
Design Height Above Ftg
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fc = 2,500 psi Fy =
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual i
ft-#=
Moment ..... Allowable'
ft-#=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data
fm
psi=
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
---
fc
psi =
Fy
psi =
ip Stem
L Footing Dimensions & Strengths
Toe Width =
0.50 ft
Heel Width =
2.50
Total Footing Width =
3.00
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
6.00 in
Key Distance from Toe =
0.50 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
(Adjacent Footing Load
1,500
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 ft
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type
1.150
Base Above/Below Soil
7.60
=
at Back of Wall
0.0 ft
Poisson's Ratio =
0.000
Stem OK
4.00
Masonry
6.00
# 4
32.00
Center
0.623
103.8
311.4
499.7
4.2
51.5
47.0
2.75
24.00
24.00
2nd
Stem OK
0.00
Masonry
8.00
# 5
16.00
Edge
0.482
383.8
1,099.9
2,284.0
6.1
44.5
84.0
5.25
40.77
6.00
1,500
1,500
24,000
24,000
No
Yes
Yes
Yes
21.48
21.48
1.330
1.150
3.90
7.60
ASD
'yCE31925 u� r
ccrn
Exp. 12/31/2010 n
SSd clw-
XFO!- CAI-*-
To specify your own Title 4' retain w 6' wall 95c wind Page:
special title block here, Job # shey trilog Dsgnr: Date: APR 10,2008
use the "Settings" screen Description....
and enter your title block 4'-0" retaining w/ 6' cmu wall on top level backfill 95c wind
information. This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008 1
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013 - i
Summary of Overturning & Resisting Forces & Moments
Footing Design Results
Toe
Heel
Force Distance Moment
Factored Pressure
= 1,869
0 psf
Item lbs ft ft-#
Mu': Upward
= 379
468 ft-#
Heel Active Pressure = 437.5 1.67 729.2
Soil,Over Heel =
Mu': Downward
= 48
1,835 ft-#
Toe Active Pressure = 0.42
Sloped Soil Over Heel =
Mu: Design
= 332
1,366 ft-#
Surcharge Over Toe =
Surcharge Over Heel
Actual 1 -Way Shear
= 7.16
8.13 psi
Adjacent Footing Load =
Adjacent Footing Load =
Allow 1 -Way Shear
= 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= None Spec'd
0.00
Toe: Not req'd, Mu <S ' Fr
Heel Reinforcing
= None Spec'd
14.4
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing
= None Spec'd
Surcharge Over Toe =
Key: Not Req'd = Mu<S'Fr
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force
Distance
Moment
Item lbs ft ft-#
lbs
ft
ft-#
Heel Active Pressure = 437.5 1.67 729.2
Soil,Over Heel =
843.3
2.08
1,756.9
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 = 103.8 8.00 830.4
Soil Over Toe =
14.4
Surcharge Over Toe =
0.25
3.6
Stem Weight(s)
618.0
0.80
491.5
Earth @ Stem Transitions=
Total = 541.3 O.T.M. = 1,559.6
Footing Weight
Resisting/Overturning Ratio = 2.17
=
Key Weight -
450.0
75.0
1.50
1.00
675.0
75.0
Vertical Loads used for Soil Pressure = 2,127.1 lbs
VertComponent =
126.4
3.00
379.2_
Vertical component of active pressure used for soil pressure
Total =
t
2,127.1
lbs R.M.=
DESIGNER NOTES:
4
NY S.
O
(� CE3192.5 N m
Exp. 12/31/2010
C/VIL
�T 'OF CALIF%
r
NOTES:
Pm = 1500 PSI WITH NO SPECIAL INSPECTION,
CONCRETE BLOCK SHALL CONFORM TO ASTM CYO & USE OBP "TYPE
S" MORTAR PER ASTM C270.
USE ASTM A615 GRADE 46 STEEL MIN.
GROUT STRENGTH TO BE 2000 PSI MIN. PER A5774 C 476.
F0077NG CONCRETE: 2500 PSI MIN. @ 28 DAYS. USE TYPE II/V
CEMENT.
PROVIDE 3" MIN. CONCRETE' REBAR OVER FOR ANY FOOTING
AGAINST NATURAL SOIL.
FOR RETAINING WALLS:
PROVIDE 90 % MIN. BAOCFILL COMPACTION OR USE SAND/GRAVEL
BACKFILL W/SE>30.
PROVIDE A DRAINSTAR SUBDRAIN AS SHOWN.
WATERPROFF BACKFILL SIDE OF WALL W/ OBP "WATERSTOP" OR
EQUAL.
PROVIDE PROPER SHORING DURING CONSTRUCTION.
2-1/2" C
r-�
I I
I I
I I
I I
LEVEL BACKFILL I I -
I -VIII;
--2'-8" W/ 6' HIGH
I I COMBO WALL
rlI I
4 HORZ CONT I I
N
'T412"
® 24" 0/C 8X16 CMU SOLIDI I
GROUTED W/ NO SPCL. I
INSPECAON REOLL - - - - - - - J
F' BAR @ EDGE OF
8" CMU FULL HEIGHT
(2) # 4 HORZ. CONT.
'B '
NOTE: PROVIDE LEVEL ONE SPECTAL
0 24" 01C
'E' D 0 WEL
INSPECTION PER CBC TABLE 1704.5.1 OF
'G' BAR
'K'
THE 12" MASONRY STEM PRIOR TO
5' -4"J-4
GROUTING TO VERIFY GRADE, SIZE AND
E' DOWELS 0 EDGE
#4@16" 0/C 33"
PROPER PLACEMENT OF REINFORCEMENT
OF 12" OR 8"CMU
g
AND T O ENSURE THE GROUT SPACE IS THE
'T412"
® 24" 0/C 8X16 CMU SOLIDI I
GROUTED W/ NO SPCL. I
INSPECAON REOLL - - - - - - - J
F' BAR @ EDGE OF
8" CMU FULL HEIGHT
(2) # 4 HORZ. CONT.
'B '
NOTE: PROVIDE LEVEL ONE SPECTAL
0 24" 01C
'E' D 0 WEL
INSPECTION PER CBC TABLE 1704.5.1 OF
'G' BAR
'K'
THE 12" MASONRY STEM PRIOR TO
5' -4"J-4
GROUTING TO VERIFY GRADE, SIZE AND
E' DOWELS 0 EDGE
#4@16" 0/C 33"
PROPER PLACEMENT OF REINFORCEMENT
OF 12" OR 8"CMU
g
AND T O ENSURE THE GROUT SPACE IS THE
12X16 CMU SOLID
PROPER SIZE WITHOUT OBSTRUCTION
GROUTED W1 SPCC.
15"J
OTHER THAN NORMAL MORTAR FINS
INSPECTION REDD.
12" DRAINSTAR SUB -DRAIN COAMINUOUS
PER NER-569. FOLLOW MAGS INSTALLA 77ON
RECtOMEND4770NS. PROVIDE OUTLET
FITTING AND 4' 0THR000H NEW WALL
-� @ 100'INTERVALS.
#4@16" 0/C 133"
'G' BAR
#4 HORZ. CONT. 0 12" 0/C
TOP AND BOTTOM AS SHOWN
#4 KEY DOWEL 0 16" 0/C 9"
FOR 6'-8" HIGH AND ABOVE'IC' + 6"
Q� S.
CE31
Exp. 12,31/ oto
>4-, CIVIL.
�F CAIIF�%`
'A '
'B '
'C'
'D '
'E' D 0 WEL
'F' VER T
'G' BAR
'K'
' T'
5' -4"J-4
2 -0
»
J'- 3
#4@16" 0/C 33"
#4®16" 0/C
#4(916" 0/C 33"
g
,l
g
15"J
6„F
6'-0”
4'-0'
2'- 0 lj
3'-6"
#4@16" 0/C 133"
#4®16" 0/C
#4@16" 0/C 36"
10»
g„
15"
6"x-
6,-8„
4'-0'
2'-8'
3'-9"
#5@16" 0/041"
#4016" O/C
#4(P16" O/C 39"
15»
g»
15
6"r—
7'-4"
4'-0'
3'-4,
4,-0»
#6@16" 0/C 49 "
J
#4®16" %
#4@16" O/C 42"
»
15
1)"
18
6"-
8'-0"
4'-0'
4'-0'
4'-3"
#5,W" 0/057"
#4@16" 0/C
#4@16" 0/C 45"
18"
12"
18"
6"F-
SHEA TRILOGYANNEX
LA QUINTA TR. NO. 35596
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 5'-4" level w combowall surch Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
5'-4" retaining w/ level backfill and 2'-8" combowall 4' away
This Wall in File: C:\Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008 1
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167736 2007013
i Criteria
'
Retained Height =
5.33 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
I *Design Summary
Wall Stability Ratios
Overturning = 2.51 OK
Sliding = 1.61 OK
Total Bearing Load = 2,726 lbs
...resultant ecc. = 5.04 in
Soil Pressure @ Toe =
1,489 psf OK
Soil Pressure @ Heel =
188 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,634 psf
ACI Factored @ Heel =
206 psf
Footing Shear @ Toe =
8.8 psi OK
Footing Shear @ Heel =
8.8 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
972.5 lbs
less 100% Passive Force= -
609.4 lbs
less 100% Friction Force = -
954.1 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors --
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
[Soil ata ----------
Toe Width =
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
150.00 pcf
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
LFooting Dimensions & Strengths
Toe Width =
0.75 ft
Heel Width =
2.50
_
Total Footing Width =
3.25
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
9.00 in
Key Distance from Toe =
0.75 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Top Stem
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Fig CL Dist =
3.00 ft
Footing Type
Line Load
Base Above/Below Soil
8.00
=
at Back of Wall
_1.0 ft
Poisson's Ratio =
0.300
I Stem Construction_ 0
Top Stem
2nd _-
Design Height Above Ftc
ft =
Stem OK
2.00
Stem OK
0.00
Wall Material Above "Ht"
=
Masonry
Masonry
Thickness
=
8.00
12.00
Rebar Size
=
# 4
# 4
Rebar Spacing
=
16.00
16.00
Rebar Placed at
=
Edge
Edge
Design Data -
--
---
fb/FB + fa/Fa
=
0.344
0.659
Total Force @ Section
lbs =
306.3
735.7
Moment.... Actual
ft-#=
291.3
1,325.8
Moment..... Allowable
ft-# =
845.7
2,011.4
Shear..... Actual
psi =
4.8
6.6
Shear..... Allowable
psi =
19.4
19.4
Wall Weight
psf =
84.0
133.0
Rebar Depth 'd'
in=
5.25
9.00
LAP SPLICE IF ABOVE
in =
24.00
23.61
LAP SPLICE IF BELOW
in=
24.00
HOOK EMBED INTO FTG in =
6.00
Masonry Data -----
-------------
fm
psi =
1,500
1,500
Fs
psi =
24,000
24,000
Solid Grouting
=
Yes
Yes
_ Use Full Stresses
=
No
No
Modular Ratio'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in=
7.60
11.60
Masonry Block Type
=
Normal Weight
Masonry Design Method
=
ASD
Concrete Data ------
-
fc
psi =
Fy
psi =
OC' - -IVA
0�\A
C,
UP
W CE31925
Exp. 12/31 /2010
s�9T cIVIU
�0F CALIF%°
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 5'-4" level w combowall surch Page:
Job # ...New.... Dsgnr: tsm Date: FEB 15,2010
Description....
5'-4" retaining w/ level backfill and 2'-8" combowall 4' away
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008 This Wall in File: C:1Program Files1RP20071shey trilogy la q
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Footing Design Results
2.11 1,479.5
Toe Active Pressure =
Toe
Heel
Factored Pressure
= 1,634
206 psf
Mu': Upward
= 744
708 ft-#
Mu': Downward
= 125
1,888 ft-#
Mu: Design
= 619
1,180 ft-#
Actual 1 -Way Shear
= 8.80
8.76 psi
Allow 1 -Way Shear
= 75.00
75.00 psi
Toe Reinforcing
= None Spedd
Heel Reinforcing
= None Spedd
Stem Weights)
Key Reinforcing =
None Spedd
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S " Fr
Heel: Not req'd, Mu < S ' Fr
Key: Not Req'd = Mu<S" Fr
Summary of Overturning & Resisting Forces & Moments i
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs _ ft ft-# I lbs ft ft-#
Heel Active Pressure = 701.2
2.11 1,479.5
Toe Active Pressure =
0.50
Surcharge Over Toe =
Adjacent Footing Load = 271.3
2.57 698.3
Added Lateral Load =
Load @ Stem Above Soil =
Total = 972.5 O.T.M.
= 2,177.9
Resisting/Overturning Ratio
= 2.51
Vertical Loads used for Soil Pressure =
2,725.9 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel =
919.4
2.50
2,298.6
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
287.4
2.50
718.6
Axial Dead Load on Stem =
0.00
Soil Over Toe =
43.1
0.38
16.2
Surcharge Over Toe _
Stem Weights)
Earth @ Stem Transitions=
545.7
1.16
635.5
Footing Weight
127.7
1.58
202.1
=
Key Weight
487.5
1.63
792.2
=
Vert. Component
112.5
1.25
140.6
=
202.6
3.25
658.4
Total =
2,725.9 lbs
R.M.=
5,462.2
�oQROFESS/n,; lam,
Lid
� CE31925
Exp. 12/31/2010
\`sl CIVIL
P
�q�FOF Or %°�
To specify your own
special title block here,
use the "Settings" screen
arid enter your title block
information.
i
i
Title : 35596 6' retain level w combo surch Page:
Job # • ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
6'-0" retaining w/ level backfill and 2'-8" combowall 4' away
This Wall in File:
R g.retain # RP1167735for laestrel3Se Cantilevered Retaining Wall Design
Criteria
1,715 psf OK
Retained Height =
6.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem j
Axial Dead Load = 0.0 lbs
Axial Live Load = '0.0 lbs
Axial Load Eccentricity = 0.0 in
'Design Summary
Wall Stability Ratios
Overturning = 2.39 OK
Sliding = 1.57 OK
Total Bearing Load = 3,224 lbs
...resultant ecc. = 6.03 in
Soil Pressure @ Toe =
1,715 psf OK
Soil Pressure @ Heel =
127 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,870 psf
ACI Factored @ Heel =
139 psf
Footing Shear @ Toe =
10.4 psi OK
Footing Shear @ Heel =
11.4 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
1,143.9 lbs
less 100% Passive Force = -
666.7 lbs
less 100% Friction Force = -
1,128.4 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
Rebar Placed at
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.300
Seismic, E
1.000
Soil Data
Allow Soil Bearing
=! 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
=l 35.0 psf/ft
Toe Active Pressure
=' 0.0 psf/ft
Passive Pressure
=! 300.0 psf/ft
Soil Density, Heel
=; 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingllSoil Friction
= 0.350
Soil height to ignore
t
for passive pressure
=1 12.00 in
I _
Lateral Load Applied to Stem
Lateral Load = I 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom 0.00 ft
la
Code: CBC 2007
Footing Dimensions & Strengths
Toe Width =
0.75 ft
Heel Width =
2.75
_
Total Footing Width =
3.50
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
10.00 in
Key Distance from Toe =
0.75 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
3.00 ft
Footing Type
Line Load
Base Above/Below Soil
Masonry
=1.0
at Back of Wall
ft
Poisson's Ratio =
0.300
Stem Construction j ' Top Stem 2nd
Stem OK
Stem OK2.00
Design Height Above Ftc
ft =
0.00
Wall Material Above 'Ht"
=
Masonry
Masonry
Thickness
=
8.00
12.00
Rebar Size I
=
# 4
# 4
Rebar Spacing I
=
16.00
16.00
Rebar Placed at
=
Edge
Edge
Design Data -------
--------
_ --
fb/FB + fa/Fa
=
0.642
0.930
Total Force @ Section
lbs =
445.3
892.0
Moment.... Actual i
ft-#=
542.7
1,870.4
Moment..... Allowable'
ft-# =
845.7
2,011.4
Shear..... Actual , i
psi =
7.0
8.0
Shear..... Allowable I
psi =
19.4
19.4
Wall Weight I
psf =
84.0
133.0
Rebar Depth 'd'
in =
5.25
9.00
LAP SPLICE IF ABOVE
in=
24.00
23.61
LAP SPLICE IF BELOW
in=
24.00
HOOK EMBED INTO�FTG in =
6.27
Masonry Data -----------.--
--_---
--
fm I
psi =
1,500
1,500
Fs f
psi =
24,000
24,000
Solid Grouting
=
Yes
Yes
_ Use Full Stresses
=
No
No
Modular Ratio'n'
=
21.48
21.48
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in-
7.60
11.60
Masonry Block Type
Masonry Design Method
=
=
Normal Weight
ASD
p Qli�OFESS
Concrete Data -
-
,�c��,A
fc
I
psi =
C-
Fy
psi =
cc
CE31925 I
XP- 1213112010
C/VIL
gTFOr CAL1F`,��i'
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 6' retain level w combo surch Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
V-0" retaining w/ level backfill and 2'-8" combowall 4' away
Heel Active Pressure = 857.5
2.33 2,000.8
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
Surcharge Over Toe =
www.retainpro.com/support for latest release
Cantilevered
Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Load @ Stem Above Soil =
Total = 1,143.9 O.T.M.
= 2,886.5
Resisting/Overturning Ratio
= 2.39
Vertical Loads used for Soil Pressure =
3,224.1 lbs
i Footing Design Results
Toe
Heel
43.1
Factored Pressure = 1,870
139 psf
Surcharge Over Toe =
Mu': Upward = 853
937 ft-#
Mu': Downward = 125
2,710 ft-#
1.16
Mu: Design = 728
1,772 ft-#
153.3
Actual 1 -Way Shear = 10.39
11.37 psi
Footing Weight =
Allow 1 -Way Shear = 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = None Spec'd
125.0
Toe: Not req'd, Mu < S * Fr
Heel Reinforcing = None Spec'd
Vert. Component =
Heel: Not req'd, Mu < S * Fr
Key Reinforcing = None Spec'd
867.1
Key: Not Req'd = Mu<S*Fr
r Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure = 857.5
2.33 2,000.8
Toe Active Pressure
0.50
Surcharge Over Toe =
Adjacent Footing Load = 286.4
3.09 885.7
Added Lateral Load =
Load @ Stem Above Soil =
Total = 1,143.9 O.T.M.
= 2,886.5
Resisting/Overturning Ratio
= 2.39
Vertical Loads used for Soil Pressure =
3,224.1 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel =
1,207.5
2.63
3,169.7
Sloped Soil Over Heel, _
Surcharge Over Heel =
Adjacent Footing Load =
320.4
2.63
841.0
Axial Dead Load on Stem=
0.00
Soil Over Toe =
43.1
0.38
16.2
Surcharge Over Toe =
Stem Weight(s)
602.0
1.16
696.5
Earth @ Stem Transitions=
153.3
1.58
242.8
Footing Weight =
525.0
1.75
918.8
Key Weight =
125.0
1.25
156.3
Vert. Component =
247.7
3.50
867.1
Total = 3,224.1 lbs R.M.= 6,908.2
cc CE31925 N Ri
Exp. 12/31/2010 "
s�T CIVIC ���
���` CAOI
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 6'-8" retain level w combo su Page:
Job # ...New... Dsgnr: Ism Date: FEB 15,2010
Description....
6'-8" retaining w/ level backfill and 2'-8" combo surchg 4'
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008. (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Criteria
1,966 psf OK
Retained Height =
6.67 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem j
Axial Dead .Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 2.33 OK
Sliding = 1.75 OK
Total Bearing Load = 3,819 lbs
...resultant ecc. = 6.98 in
Soil Pressure @ Toe =
1,966 psf OK
Soil Pressure @ Heel =
71 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,153 psf
ACI Factored @ Heel =
78 psf
Footing Shear @ Toe =
12.3 psi OK
Footing Shear @ Heel =
13.9 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force =
1,327.0 lbs
less 100% Passive Force = -
984.4 lbs
less 100% Friction Force = -
1,336.7 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
Toe Width =
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
150.00 pcf
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
0.75 ft
Heel Width =
3.00
Total Footing Width =
3.75
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
15.00 in
Key Distance from Toe =
0.75 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
3.00 ft
Footing Type
Line Load
Base Above/Below Soil
_
at Back of Wall
-1.0 ft
Poisson's Ratio =
0.300
LStem Construction �� _Top Stem
Stem OK
Design Height Above FtE ft = 2.67
Wall Material Abcve "Ht" = Masonry
Thickness = 8.00
Rebar Size = # 4
Rebar Spacing = 16.00
Rebar Placed at = Edge
Design Data
fb/FB + fa/Fa = 0.641
Total Force @ Section lbs = 445.1
Moment.... Actual ft-#= 542.3
Moment..... Allowable ft-#= 845.7
Shear..... Actual psi = 6.9
Shear..... Allowable psi = 19.4
Wall Weight psf= 84.0
Rebar Depth 'd' in= 5.25
LAP SPLICE IF ABOVE in = 24.00
LAP SPLICE IF BELOW in= 24.00
HOOK EMBED INTO FTG in =
Masonry Data
fm psi =
Fs psi =
Solid Grouting =
_ Use Full Stresses =
Modular Ratio 'n' _
Short Term Factor =
Equiv. Solid Thick. in=
Masonry Block Type =
Masonry Design Method =
Concrete Data - -
fc psi =
Fy psi =
2nd
Stem OK
0.00
Masonry
12.00
# 5
16.00
Edge
0.660
1,057.8
2,522.0
3,820.4
9.6
38.7
133.0
9.00
36.89
1,500
24,000
Yes
No
21.48
1:000
7.60
Normal Weight
ASD
6.93
1,500
24,000
Yes
Yes
21.48
1.000
11.60
tv • • �
o= CE31925 u rT.
Exp. 12/31/2010
."J
�`
�FOF rAuc���
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information
Title 35596 6'-8" retain level w combo su Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
6'-8" retaining wl level backfill and 2'-8" combo surchg 4'
Heel Active Pressure = 1,029.2 2.56 2,631.1
Toe Active Pressure = 0.50
Surcharge Over Toe =
Adjacent Footing Load = 297.8 3.63 1,081.7
Added Lateral Load =
Load @ Stem Above Soil =
Total = 1,327.0 O.T.M. = 3,712.8
Resisting/Overturning Ratio = 2.33
Vertical Loads used for Soil Pressure = 3,819.2 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel
1,533.9
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
Sloped Soil Over Heel =
www.retainpro.com/support for latest release
Cantilevered Retaining Wall Design. Code: C13C 2007
Registration # : RP -1167735 2007013
Adjacent Footing Load =
350.5
2.75
963.9
Axial! Dead Load Stern=
` Footing Design Results
Toe
Heel
on
Factored Pressure = 2,153
78 psf
Mu': Upward = 984
1,247 ft-#
0.38
Mu': Downward = 125
3,737 ft-#
Mu: Design = 860
2,490 ft-#
_
Stem Weight(s)
Actual 1 -Way Shear = 12.31
13.87 psi
Allow 1 -Way Shear = 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = None Spec'd
Footing Weighl
Toe: Not req'd, Mu < S " Fr
Heel Reinforcing = None Spec'd
242.7
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing = None Spec'd
1.88
Key: Not req'd, Mu < S' Fr
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item _ lbs __
ft
ft-# I lbs ft ft-#
Heel Active Pressure = 1,029.2 2.56 2,631.1
Toe Active Pressure = 0.50
Surcharge Over Toe =
Adjacent Footing Load = 297.8 3.63 1,081.7
Added Lateral Load =
Load @ Stem Above Soil =
Total = 1,327.0 O.T.M. = 3,712.8
Resisting/Overturning Ratio = 2.33
Vertical Loads used for Soil Pressure = 3,819.2 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel
1,533.9
2.75
4,218.1
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
350.5
2.75
963.9
Axial! Dead Load Stern=
on
0.00
Soil Over Toe =
43.1
0.38
16.2
Surcharge Over Toe
_
Stem Weight(s)
Earth @ Stem Transitions=
691.0
1.17
807.8
Footing Weighl
153.3
1.58
242.7
=
Key Weight
562.5
1.88
1,054.7
-
Vert.! Component
187.5
1.25
234.4
=
297.4
3.75
1,115.1
Total =
3,819.2 lbs
R.M.=
8,652.8
�Q�OF�Ss
�NY S.
N Z
QJ CE31925 m
Exp. 12/31/2010 -'o
CIVIL
'j OF CAl.lt�� r
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information
Title 35596 7'-4" retain level w combo su Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
7'-4" retaining w/ level backfill and 2'-8" combo wall
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Criteria
2,006 psf OK
Retained Height =
7.33 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
LSurcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 2.22 OK
Sliding = 1.60 OK
Total Bearing Load = 4,140 lbs
...resultant ecc. = 7.51 in
Soil Pressure @ Toe =
2,006 psf OK
Soil Pressure @ Heel =
64 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,178 psf
ACI Factored @ Heel =
69 psf
Footing Shear @ Toe =
16.1 psi OK
Footing Shear @ Heel =
17.2 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force =
1,520.6 lbs
less 100% Passive Force= -
984.4 lbs
less 100% Friction Force = -
1,449.1 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors - -----
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.300
Seismic, E
1.000
Soil Data
Toe Width =
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingliSoil Friction
= 0.350
Soil height to ignore
150.00 pcf
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top 0.00 ft
...Height to Bottom = 0.00 ft
Footing Dimensions & Strengths
Toe Width =
1.00 ft
Heel Width =
3.00
Total Footing Width =
4.00
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
15.00 in
Key Distance from Toe =
1.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
3.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
_1.0 ft
Poisson's Ratio =
0.300
1. Stem Construction Top Stem 2nd
Stem OK Stem OK
Design Height Above Ftc ft = 3.33 0.00
Wall Material Above "Ht" = Masonry Masonry
Thickness = 8.00 12.00
Rebar Size = # 4 # 6
Rebar Spacing = 16.00 16.00
Rebar Placed at = Edge Edge
Design Data - -
fb/FB + fa/Fa = 0.642 0.614
Total Force @ Section lbs = 445.3 1,232.7
Moment.... Actual ft-#= 542.7 3,278.8
Moment..... Allowable ft-#= 845.7 5,340.9
Shear..... Actual psi = 7.0 11.4
Shear..... Allowable psi = 19.4 38.7
Wall Weight psf = 84.0 133.0
Rebar Depth 'd' in= 5.25 9.00
LAP SPLICE IF ABOVE in= 24.00 74.36
LAP SPLICE IF BELOW in= 24.00
HOOK EMBED INTO FTG in = 7.74
Masonry Data - - --- - - ---- -
I'm psi= 1,500 1,500
Fs psi = 24,000 24,000
Solid Grouting = Yes Yes
_ Use Full Stresses = No Yes
Modular Ratio 'n' = 21.48 21.48
Short Term Factor = 1.000 1.000
Equiv. Solid Thick. in= 7.60 11.60
Masonry Block Type = Normal Weight
Masonry Design Method =ASD pOFESS,/
Concrete Data�
fc psi = / C', NO
Fy psi =
I CE31925 N rn
I Exp. 12/31/2010
CIVIL Ca/
'��i7F CAl.1�-`�i�
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 7'-4" retain level w combo su Page:
Job # :...New... Dsgnr: tsm Date: FEB 15,2010
Description....
7'-4" retaining w/ level backfill and 2'-8" combo wall
Heel Active Pressure = 1,214.3 2.78 3,371.7
Soil Over Heel
^1,685.9
This Wall in File: CAProgram Files\RP2007\shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008,
(c) 1989-2006
Sloped Soil Over Heel =
www.retainpro.com/support
for latest release
Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735
2007013
Adjacent Footing Load = 306.3 4.18 1,281.6
Adjacent Footing Load =
326.3
3.00
979.0
Added Lateral Load =
Axial` Dead Load on Stem=
Footing Design Results
0.00
Toe
Heel
Soil Over Toe
Factored Pressure =
2,178
69 psf
Mu': Upward =
1,530
1,176 ft-#
28.8
Mu': Downward =
195
4,139 ft-#
Mu: Design =
1,335
2,963 ft-#
778.9
Actual 1 -Way Shear =
16.10
17.17 psi
Footing Weighs
Allow 1 -Way Shear =
75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing =
None Spec'd
2.00
Toe: Not req'd, Mu < S . Fr
Heel Reinforcing =
None Spec'd
187.5
Heel: #4@ 23.25 in, #5@ 35.75 in, #6@48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Key Reinforcing =
None Spedd
Vert.
Vert�Component
!Component
Key: Not Req'd = Mu<S'Fr
Summary of Overturning & Resisting
Forces & Moments
Loads used for Soil Pressure = 4,140.3 lbs
.....OVERTURNING..... .....RESISTING.....
350.8
Force
Distance
. Moment Force Distance Moment
Item
lbs
ft
ft-# I lbs ft ft-#
Heel Active Pressure = 1,214.3 2.78 3,371.7
Soil Over Heel
^1,685.9
3.00
5,057.7
Toe Active Pressure = 0.50
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 306.3 4.18 1,281.6
Adjacent Footing Load =
326.3
3.00
979.0
Added Lateral Load =
Axial` Dead Load on Stem=
0.00
Load @ Stem Above Soil =
Soil Over Toe
=
57.5
0.50
28.8
Surcharge Over Toe _
Stem Weight(s)
I =
Earth @ Stem Transitions=
778.9
1.43
1,112.3
Total = 1,520.6 O.T.M. = 4,653.3
Footing Weighs
153.3
1.83
281.1
=
600.0
2.00
1,200.0
Resisting/Overturning Ratio = 2.22
Key Weight =
187.5
1.50
281.3
Vert.
Vert�Component
!Component
Loads used for Soil Pressure = 4,140.3 lbs
1 =
350.8
4.00
1,403.3
Vertical component of active pressure used for soil pressure
Total =
4,140.3 lbs
R.M.=
10,343.4
DESIGNER NOTES
��QzoFESS-/'.
N
C,
Cr CE31925 n
Exp. 12/31/20.10 X'
��Of CAUF�i
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 8' retain level w combo surch Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
8'-0" retaining w/ level backfill and 2'-8" combo wall
This Wall in File: C:\Program Files\RP2007\shey trilogy 22L!!3
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.coin/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
! Criteria
2,228 psf OK
Retained Height =
8.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
0.00 : 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
,_Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
i Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
"Design Summary
Wall Stability Ratios
Overturning = 2.19 OK
Sliding = 1.66 OK
Total Bearing Load = 4,774 lbs
...resultant ecc. = 8.36 in
Soil Pressure @ Toe =
2,228 psf OK
Soil Pressure @ Heel =
19 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,424 psf
ACI Factored @ Heel =
21 psf
Footing Shear @ Toe =
18.3 psi OK
Footing Shear @ Heel =
20.3 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
1,730.2 lbs
less 100% Passive Force = -
1,200.0 lbs
less 100% Friction Force = -
1,670.9 lbs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors
--
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.300
Seismic, E
1.000
Soil Data
_
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
Total Force @ Section
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction
_
Design Height Above Ftc
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fc = 2,500 psi Fy =
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual '
ft-# _
Moment:....Allowable
ft-# _
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data -
fm
psi =
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
-
fc
psi =
Fy
psi =
L Footing Dimensions & Strengths
Toe Width =
1.00 ft
Heel Width =
3.25
Total Footing Width =
4.25
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
18.00 in
Key Distance from Toe =
1.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
0.00
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
3.00 ft
Footing Type
Line Load
Base Above/Below Soil
11.60
at Back of Wall =1.0
ft
Poisson's Ratio =
0.300
p Stem 2nd
Stem OK Stem OK
4.00
0.00
Masonry
Masonry
8.00
12.00
# 4
# 5
16.00
8.00
Edge
Edge
0.642 0.677
445.3 1,422.3
542.7 4,167.9
845.7 6,158.6
7.0 13.3
19.4 38.7
84.0 133.0
5.25 9.00
24.00 36.89
24.00
6.00
1,500
1,500
24,000
24,000
Yes
Yes
No
Yes
21.48
21.48
1.000
1.000
7.60
11.60
Normal Weight
ASD
�OfE S
P�� C
"F
Gtr
CE31925 `rn
Exp. 12/31 j2010
IP/ clviL /2
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 8' retain level w combo surch Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
8'-0" retaining w/ level backfill and 2'-8" combo wall
This Wall in File: C:\Program Files\RP2007\shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
i Footing Design Results
3.00 4,252.5
Toe Active Pressure =
0.50
Toe
Heel
Factored Pressure
= 2,424
21 psf
Mu': Upward
= 1,710
1,537 ft-#
Mu': Downward
= 195
5,487 ft-#
Mu: Design
= 1,515
3,950 ft-#
Actual 1 -Way Shear
= 18.32
20.26 psi
Allow 1 -Way Shear
= 75.00
75.00 psi
Toe Reinforcing
= None Spec'd
Heel Reinforcing
= None Spec'd
Key Reinforcing
= None Spec'd
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: #4@ 17.25 in, #5@ 26.75 in, #6@ 38.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in,
! Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,417.5
3.00 4,252.5
Toe Active Pressure =
0.50
Surcharge Over Toe =
Adjacent Footing Load = 312.7
4.76 1,488.0
Added Lateral Load =
Load @ Stem Above Soil =
Total = 1,730.2 O.T.M.
= 5,740.5
Resisting/Overturning Ratio
= 2.19
Vertical Loads used for Soil Pressure =
4,773.9 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel =
2,070.0
3.13
6,468.8
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
353.1
3.13
1,103.3
Axial Dead Load on Stem =
0.00
Soil Over Toe =
57.5
0.50
28.8
Surcharge Over Toe
Stem Weights)
868.0
1.44
1,246.0
Earth @ Stem Transitions=
153.3
1.83
281.1
Footing Weight =
637.5
2.13
1,354.7
Key Weight =
Ver(Component
225.0
1.50
337.5
=
409.5
4.25
1,74_0.5
Total =
4,773.9 lbs
_
R.M.=
12,560.6
?pOFESS��j
�kF p S
CE31925 rr
Exp. 12/31/2010
�sryT CIVIL
FOF rt;L1F' j:o
NOTES:
Pm = 1500 PSI WITH NO SPECIAL INSPECTION.
CONCRETE BLOOC SHALL CONFORM TO ASTM C90 & USE OBP "TYPE
S" MORTAR PER A57711 0270.
USE ASTM A615 GRADE 46 STEEL MIN.
GROUT STRENGTH TO BE 1000 PSI MIN. PER ASTM C 476.
FOOTING CONCRETE. 1500 PSI MIN. @ 2B DAYS USE TYPE 171V
CEMENT.
PROVIDE 3" MIN CONCRETE REBAR COVER FOR ANY FOOTING
AGAINST NATURAL SOIL.
FOR RETAINING WALLS:
PROVIDE 90 % MIN. BACKFILL COMPACTION OR USE SAND/GRAVEL
BACKFILL W/ SE>30.
PROVIDEA DRAINSTAR SUBDRAIN AS SHOWN.
WATERPROFF BACKFILL SIDE OF WALL W/ OBP "WATERSTOP" OR
EQUAL.
PROVIDE PROPER SHORING DURING CONSTRUCT70N.
l
r-�
I I
8'-0" MIN. 10 7
2' BENCH 2 -s" W/ 6' HIGH
COMBO WALL
_ I I
I I
I I
L -------J
SHEA TRAOGYANNEX
LA QUINTA TR. NO. 35596
#4 HORZ. CONT.
® 24" O/C BX16 CMU SOLID
GROUTED W/ NO SPCL.
INSPECTION REOD.
F' BAR ® EDGE OF
8" CMU PULL HEIGHT
(2) # 4 HORZ. CONT.
�
NOTE: PROVIDE LEVEL ONE SPECW
® 24" 0/C
'E' DOWEL
INSPECTION PER CBC TABLE 1704.5.1 OF
�-
THE 12" MASONRY STEM PRIOR TO
E' DOWELS ®EDGE
4'-0'
GROUTING TO VERIFY GRA DE, SIZE AND
�-
"CMU
x#6@16" 0/CI57"
PROPER PLACEMENT OF REINFORCEMENT
OF 12' OR 8
18"
AND TO ENSURE THE GROUT SPACE IS THE
12X16 CMU SOLID
PROPER SIZE WITHOUT OBSTRUCTION
�- GROUTED W/ SPCL.
12"J
OTHER THAN NORMAL MORTAR FINS.
N
�
'C '
'D '
'E' DOWEL
'F' VER T
'G' BAR
4'-0»
4'-0'
N/A
J'-0"
x#6@16" 0/CI57"
N/A
#4@16" 0/C 30"
18"
9»
'T' � 12"
INSPECTION REOD.
11"DRAIN57AR SUB -DRAIN CONTINUOUS
PER NER-569. FOLLOW MFGS INSTALLATION
RECOMENDATTONS. PROKDEOUTLET
FITTTNGAND 4" 0THR000H NEW WALL
-� @ 100' INTERVALS
'G' BAR
,�RpFESSlo V'
#4 HORZ. CONT. @ 12" 0/C / Q� NY S.
TOP AND BOTTOM AS SHOWN
L
#4 KEY DOWEL ®16" 0/C 9" CE31928V
IC' + 6" Exp. 12/31/201
'A '
'B '
'C '
'D '
'E' DOWEL
'F' VER T
'G' BAR
4'-0»
4'-0'
N/A
J'-0"
x#6@16" 0/CI57"
N/A
#4@16" 0/C 30"
18"
9»
12"J
6„x-
4,-8„
2,-8,
2,-0,
3,-6»
#4@16" O/CiJJ"
#4@16" O/C
#4@16" O/C 36'•
21„
9„
15"
6"(—
50-4"
2'-8'
2'-8'
4'-0"
#5@16" O/C I41"
I
#4@16" O/C
#4@16" 0/C 42"
-
—
24
9
15"
-F
6 -F
6'—o"
6'-0"
3'-4'
2'=8'
4'-3"
#5@16" O/C141"
#4@16" O/C
#5@16" PIC 45"
28„
9„
15"–J
6„x-
6'-8”
3'-4'
3'-4'
4'-9"
#s@8" o/c 149"
#4@16" O/C
#5@8 0/C 51"
32„
12»
18"
6„x--
70-4”
3'-4'
4'-0'
5'-3"
#6@8" o/C�57"
#4@16" O/C
#5@8 o/C 57"
36„
15„
21"
6"x-
8,-0„
3'-4'
4'-8'
5'-9"
#7@a" o/CJ65"
#4@16" 0/C
#5@8 0/C 63"
39"
18"
24"
6"r—
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information
Title 35596 4' retain w 2 to 1 slope Page:
Job # :...New... Dsgnr: tsm Date: FEB 15,2010
Description....
. 4'-0" retaining w/ 2 to 1 sloping backfill and 2'-8"
This Wall in File: C:\Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008 -
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration #: RP -1167735 2007013
i Criteria
1,834 psf OK
Retained Height =
4.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
j *Design Summary
Wall Stability Ratios
Overturning = 1.76 OK
Sliding = 1.56 OK
Total Bearing Load = 2,316 lbs
...resultant ecc. = 7.90 in
Soil Pressure @ Toe =
1,834 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,763 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
9.0 psi OK
Footing Shear @ Heel =
15.2 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force =
1,288.9 lbs
less 100% Passive Force= -
1,200.0lbs
less 100% Friction Force = -
810.4 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
_
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
Total Force @ Section
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
stem Construction..
_
Design Height Above Ftc
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,
_
Shear..... Actual r
psi =
Shear..... Allowable i
psi =
Wall Weight
=
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data ---
fm
psi=
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
fc
psi =
Fy
psi =
,p Stem
Footing Dimensions & Strengths
Toe Width =
0.75 ft
Heel Width =
2.25
Total Footing Width =
3.00
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
18.00 in
Key Distance from Toe =
0.75 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
J
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
7.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
2.0 ft
Poisson's Ratio =
0.300
Stem OK
0.00
Masonry
8.00
# 6
16.00
Edge
0.929
718.1
1,040.3
1,119.3
11.6
19.4
84.0
5.25
82.19
6.00
1,500
24,000
Yes
No
21.48
1.000
7.60
Normal Weight
ASD.
PROS
j ;'V
Ck31925
Exp, 12/31/2010
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 4' retain w 2 to 1 slope Page:
Job # :...New... Dsgnr: tsm Date: FEB 15,2010
Description....
4'-0" retaining w/ 2 to 1 sloping backfill and 2'-8"
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 . 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Footing Design Results
1.93 1,780.8
Toe Active Pressure =
0.50
Toe
Heel
Adjacent Footing Load = 366.5
Factored Pressure
= 1,763
0 psf
Load @ Stem Above Soil =
Mu': Upward
= 651
0 ft-#
Resisting/Overturning Ratio
Mu': Downward
= 105
0 ft-#
0.00
Mu: Design
= 546
1,664 ft-#
0.38
Actual 1 -Way Shear
= 9.04
15.24 psi
1.08
Allow 1 -Way Shear
= 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= None Spec'd
450.0
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing
= None Spec'd
225.0
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing
= None Spec'd
461.0
Key: Not Req'd = Mu<S"Fr
[Summary of Overturning & Resisting
Forces & Moments
2,315.6 lbs
.....OVERTURNING..... .....RESISTING .....
4,506.1
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# I lbs ft ft-#
Heel Active Pressure = 922.4
1.93 1,780.8
Toe Active Pressure =
0.50
Surcharge Over Toe =
72.1
Adjacent Footing Load = 366.5
2.12 776.5
Added Lateral Load =
Load @ Stem Above Soil =
Total = 1,288.9 O.T.M.
= 2,557.4
Resisting/Overturning Ratio
= 1.76
Vertical Loads used for Soil Pressure =
2,315.6 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel =
728.3
2.21
1,608.4
Sloped Soil Over Heel =
72.1
2.47
178.2
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
0.00
Soil Over Toe =
Surcharge Over Toe =
43.1
0.38
16.2
Stem Weight(s) =
336.0
1.08
364.0
Earth @ Stem Transitions=
Footing Weighl =
450.0
1.50
675.0
Key Weight -
Vert! Component
225.0
1.25
281.3
=
461.0
3.00
1,383.1
Total =
2,315.6 lbs
R.M.=
4,506.1
/OQVOFESS .
OCH`( S.
CE31925
Cr Exp. 12/31/2010
��dT CIVIC
TFOF 1A41F�c /
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 4'-8" retain 2 to 1 slope Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
4'-8" retaining w/ 2 to 1 sloping backfill and 2'-8"
This Wall in File: C:%Program Files\RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008. (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167736 2007013
I Criteria
1,941 psf OK
Retained Height =
4.67 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 1.88 OK
Sliding = 1.56 OK
Total Bearing Load = 3,040 lbs
...resultant ecc. = 8.47 in
Soil Pressure @ Toe =
1,941 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,799 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
9.6 psi OK
Footing Shear @ Heel =
19.0 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
1,599.1 Ibs
less 100% Passive Force = -
1,434.4 lbs
less 100% Friction Force = -
1,064.0 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure = 55.0 psf/ft
Toe Active Pressure = 0.0 psf/ft
Passive Pressure = 300.0 psf/ft
Soil Density, Heel =
115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction =
0.350
Soil height to ignore
=
for passive pressure =
12.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction
1 _
Design Height Above Ftc
ft=
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fc = 2,500 psi Fy =
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual.
ft-#=
Moment..... Allowable
ft-#=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf=
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data ----
fm
psi =
Fs
psi =
Solid Grouting
=
Use Full Stresses
=
_
ModularRatio'n''
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
-
fc
psi=
Fy
psi =
Footing Dimensions & Strengths
Toe Width =
0.75 ft
Heel Width =
2.75
Total Footing Width =
3.50
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
21.00 in
Key Distance from Toe =
0.75 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
0.00
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
7.00 ft
Footing Type
Line Load
Base Above/Below Soil
11.60
=
at Back of Wall
2.0 ft
Poisson's Ratio =
0.300
p Stem 2nd
Stem OK Stem OK
2.00
0.00
Masonry
Masonry
8.00
12.00
# 4
# 4
16.00
16.00
Edge
Edge
0.401 0.792
352.5 937.8
339.3 1,593.8
845.7 2,011.4
5.5 8.4
19.4 19.4
84.0 133.0
5.25 9.00
24.00 23.61
24.00
6.00
1,500
1,500
24,000
24,000
Yes
Yes
No
No
21.48
21.48
1.000
1.000
7.60
11.60
Normal Weight
ASD
Q�OFESS/pnA �
CE31925
Exp. 12,'31/2010 1 X
W
��• CIVIL •:��Q'
OF
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 4'-8" retain 2 to 1 slope Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
4'-8" retaining w/ 2 to 1 sloping backfill and 2'-8"
DESIGNER NOTES:
Q�UFESSIp�i /1,�
S. <
CE31925
Exp. 12/31/2010.
cS'J�� CIV11- �\P
��FOF CAV*`%
This Wall in File: C:\Program Files1RP20071shey trilogy la q
Retain Pro 2007 .16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release
Cantilevered
Retaining Wall Design
Code: CBC 2007
Registration # : RP -1167736 2007013
Footing Design Results
Toe
Heel
Factored Pressure = 1,799
0 psf
Mu': Upward = 804
0 ft-#
Mu': Downward = 125
0 ft-#
Mu: Design = 679
2,550 ft-#
Actual 1 -Way Shear = 9.65
19.03 psi
Allow 1 -Way Shear = 75.00
75.00 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: #4@ 48.25 in, #5@ 48.25 in, #6@ 48.25 in,
#7@ 48.25 in,
Summary of Overturning & Resisting
Forces & Moments
i
.....OVERTURNING.....
.....RESISTING.....
Force
Distance
Moment
Force Distance
Moment
Item lbs
ft
ft-#
lbs
ft
ft-#
Heel Active Pressure = 1,178.0
2.18
2,570.0 Soil Over Heel =
939.8
2.63
2,467.1
Toe Active Pressure =
0.50
Sloped Soil Over Heel =
88.0
2.92
256.8
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 421.1
2.47
1,040.3 Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil =
Soil Over Toe =
43.1
0.38
16.2
Surcharge Over Toe
Stem Weight(s) =
490.3
1.17
575.5
-
Earth @ Stem Transitions=
102.4
1.58
162.1
Total = 1,599.1
O.T.M.
= 3,610.3 Footing Weighl _
Resisting/Overturning Ratio
=
1.88 Key Weight _
i
Vert. Component
525.0
262.5
1.75
1.25
918.8
328.1
Vertical Loads used for Soil Pressure
= 3,039.9 lbs =
588.8
3.50
2,060.6
Total =
3,039.9 lbs
R.M.=
6,785.1
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Q�UFESSIp�i /1,�
S. <
CE31925
Exp. 12/31/2010.
cS'J�� CIV11- �\P
��FOF CAV*`%
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 5'-4" retain 2 to 1 slope Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
5'-4" retaining wl 2 to 1 sloping backfill and 2'-8"
This Wall in File: C:1Program Fi
la
Retain Pro 2007 .16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Criteria
2,092 psf OK
Retained Height =
5.33 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 Itis
Axial Load Eccentricity = 0.0 in
11, "Design Summary
Wall Stability Ratios
Overturning = 1.98 OK
Sliding = 1.54 OK
Total Bearing Load = 3,975 lbs
...resultant ecc. = 8.80 in
Soil Pressure @ Toe =
2,092 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,977 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
11.1 psi OK
Footing Shear @ Heel =
23.2 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force
1,999.1 lbs
less 100% Passive Force= -
1,687.5lbs
less 100% Friction Force = -
1,391.2 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors --- --------
Rebar Depth 'd'
Building Code
CBC 2007
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.300
Seismic, E
1.000
Soil Data
Toe Width =
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
150.00 pcf
for passive pressure
= 12.00 in
Footing Dimensions & Strengths
Toe Width =
0.75 ft
Heel Width =
3.25
Total Footing Width =
4.00
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
24.00 in
Key Distance from Toe =
0.75 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Lateral Load Applied to Ste -mi
' Adjacent Footing Load
Design Height Above FtE
Lateral Load = 0.0 #/ft
Adjacent Footing Load =
1,373.0 lbs
...Height to Top = 0.00 ft
Footing Width =
2.50 ft
...Height to Bottom = 0.00 ft
Eccentricity =
8.00 in
Rebar Placed at
Wall to Ftg CL Dist =
7.00 ft
Footing Type
Line Load
=
Base Above/Below Soil
lbs =
Moment.... Actual
=
at Back of Wall
2.0 ft
ft-#=
Poisson's Ratio =
0.300
C Stem Construction..
_
Design Height Above FtE
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
ASD
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-# _
Moment..... Allowable
ft-#=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data
fm
psi=
Fs
psi =
Solid Grouting
=
Use Full Stresses
=
Modular Ratio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data --
fc
psi =
Fy
psi =
ip Stem 2nd
Stem OK Stem OK
2.67
0.00
Masonry
Masonry
8.00
12.00
# 4
# 5
16.00
16.00
Edge
Edge
0.397 0.957
350.2 1,175.1
335.8 2,289.7
845.7 2,391.7
5.5 10.7
19.4 19.4
84.0 133.0
5.25 9.00
24.00 36.89
24.00
6.29
1,500
1,500
24,000
24,000
Yes
Yes
No
No
21.48
21.48
1.000
1.000
7.60
11.60
Normal Weight
ASD
CE319?5 d
Exp. 12/31 /2010
� k
TFOFCICA1I
�9FGi\/
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 5'4" retain 2 to 1 slope Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
5'-4" retaining w/ 2 to 1 sloping backfill and 2'-8"
Heel Active Pressure = 1,528.4
2.49 3,798.0
Toe Active Pressure =
This Wall in File: CAProgram Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008,
(c) 1989-2008
Adjacent Footing Load = 470.8
2.84 1,335.4
www.retainpro.com/support
for latest release
Cantilevered
Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735
2007013
= 1.98
Vertical Loads used for Soil Pressure =
Footing Design Results
1,200.0
300.0
1.25
Toe
Heel
4.00
Factored Pressure =
1,977
0 psf
10,167.2
Mu': Upward =
902
0 ft-#
Mu': Downward =
125
0 ft-#
Mu: Design =
777
3,663 ft-#
Actual 1 -Way Shear =
11.10
23.18 psi
Allow 1 -Way Shear =
75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing =
None Spec'd
Toe: Not req'd, Mu < S * Fr
Heel Reinforcing =
None Spec'd
Heel: #4@ 18.75 in, #5@ 29.00 in, #6@ 41.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Key Reinforcing =
None Spec'd
Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in,
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item
lbs _
ft
ft-# lbs ft ft-#
Heel Active Pressure = 1,528.4
2.49 3,798.0
Toe Active Pressure =
0.50
Surcharge Over Toe =
Adjacent Footing Load = 470.8
2.84 1,335.4
Added Lateral Load =
578.6
Load @ Stem Above Soil =
685.9
Total = 1,999.1 O.T.M. = 5,133.4
Resisting/Overturning Ratio
= 1.98
Vertical Loads used for Soil Pressure =
3,974.9 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem=
Soil Over Toe
Surcharge Over Toe =
Stem Weight(s) _
Earth @ Stem Transitions_
Footing Weight =
Key Weight =
Vert. Component
Total =
1,379.1 2.88 3,965.0
145.5 3.25 473.0
62.7
3.75
235.2
0.00
43.1
0.38
16.2
578.6
1.19
685.9
102.0
1.58
161.4
600.0
2.00
1,200.0
300.0
1.25
375.0
763.9
4.00
3,055.4
3,974.9 lbs
R.M.=
10,167.2
% OP`FESS/Q��
Q;
CE31925
Exp. 12/31/2010
�COF CAUFS %
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 6' retan w 2 to 1 slope Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
6'-0" retaining w/ 2 to 1 sloping backfill and 2'-8"
This Wall in File: C:\Program Files%RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 . 2007013
Criteria
2,444 psf OK
Retained Height =
6.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
Axial Load Applied to Stem j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
j *Design Summary
Wall Stability Ratios
Overturning = 1.91 OK
Sliding = 1.56 OK
Total Bearing Load = 4,762 lbs
...resultant ecc. = 9.91 in
Soil Pressure @ Toe =
2,444 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,304 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
13.3 psi OK
Footing Shear @ Heel =
28.1 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
2,388.1 lbs
less 100% Passive Force= -
2,054.2lbs
less 100% Friction Force = -
1,666.6 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
_
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
Total Force @ Section
for passive pressure
= 12.00 in
Lateral Load Applied to Stemm
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction
_
Design Height Above Ftc
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=
Shear..... Allowable
psi =
Wall Weight
psf=
Rebar Depth 'd'
in =
LAP SPLICE IF ABOVE
in=
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data -- -
fm
psi =
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
Modular Ratio 'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data -----
fc
psi =
Fy
psi =
Footing Dimensions & Strengths
Toe Width =
0.75 ft
Heel Width =
3.50
Total Footing Width =
4.25
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
28.00 in
Key Distance from Toe =
0.75 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
0.00
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
7.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
2.0 ft
Poisson's Ratio =
0.300
p Stem 2nd
Stem OK Stem OK
2.67
0.00
Masonry
Masonry
8.00
12.00
# 4
# 5
16.00
16.00
Edge
Edge
0.740 0.828
521.3 1,436.5
626.2 3,163.8
845.7 3,820.4
8.1 13.1
19.4 38.7
84.0 133.0
5.25 9.00
24.00 36.89
24.00
8.70
1,500
24,000
Yes
No
21.48
1.000
7.60
Normal Weight
ASD
1,500
24,000
Yes
Yes
21.48
1.000
11.60
.y
u, CE31925 N r,
cc Exp. 12/31/2010
�\U�c CAi IEnQ�si'
To specify your own
2.75 5,147.2
Title 35596 6' retan w 2 to 1 slope Page:
special title block here,
Surcharge Over Toe =
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
use the "Settings" screen
3.23 1,665.5
Description....
and enter your title block
Load @ Stem Above Soil =
6'-0" retaining w/ 2 to 1 sloping backfill and 2'-8"
information.
Resisting/Overturning Ratio
= 1.91
Vertical Loads used for Soil Pressure =
4,761.7 lbs
This Wall in File: C:1Program Files1RP2007\shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
1.25
437.5
www.retainpro.com/support for latest release
Cantilevered
Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
R.M.=
12,998.2
Footing Design Results
Toe
Heel
Factored Pressure = 2,304
0 psf
Mu': Upward = 1,054
0 ft-#
Mu': Downward = 125
0 ft-#
Mu: Design = 929
5,062 ft-#
Actual 1 -Way Shear = 13.31
28.13 psi
Allow 1 -Way Shear = 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = None Spedd
Toe: Not req'd, Mu < S' Fr
Heel Reinforcing = None Spec'd
Heel: #4@ 13.50 in, #5@ 20.75 in, #6@ 29.50 in, #7@ 40.25 in, #8@ 48.25 in, #9@ 4
Key Reinforcing = None Spec'd
Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in,
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... RESISTING.....
Force
Distance
Moment Force Distance Moment
Item _ lbs
ft
ft-# lbs ft ft -#
Heel Active Pressure = 1,871.7
2.75 5,147.2
Toe Active Pressure =
0.50
Surcharge Over Toe =
Adjacent Footing Load = 516.4
3.23 1,665.5
Added Lateral. Load =
634.8
Load @ Stem Above Soil =
746.9
Total = 2,388.1 O.T.M. = 6,812.7
Resisting/Overturning Ratio
= 1.91
Vertical Loads used for Soil Pressure =
4,761.7 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial ;Dead Load on Stem=
Soil Over Toe
Surcharge Over Toe
Stem Weights)
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
Total =
1,725.0 3.00 5,175.0
179.7 3.42 613.9
128.4
3.71
476.2
0.00
43.1
0.38
16.2
634.8
1.18
746.9
127.7
1.58
202.1
637.5
2.13
1,354.7
350.0
1.25
437.5
935.5
4.25
3,975.7
4,761.7 lbs
R.M.=
12,998.2
S.
<<� 1
vCE31925 N �'�
Lu
cc Exp. 12/31/2010
M
To specify your own
2,424 psf OK
Soil Pressure @ Heel =
Title 35596 6'-8" retain w 2 to 1 slope
Page:
special title block here,
Soil Pressure Less Than
Allowable
Job # ...New...
Dsgnr: tsm
Date: FEB 15,2010
use the "Settings" screen
Footing Shear @ Toe =
17.4 psi OK
Description....
32.7 psi OK
Allowable =
and enter your title block
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
6'-8" retaining w/ 2 to 1 sloping backfill and 2'-8"
information.
2,454.2 lbs
less 100% Friction Force = -
i
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
This Wall in File: C:1Program Files1RP20071shey
trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release
Cantilevered Retaining Wall Design
Code: CBC 2007
Registration # : RP -1167735
2007013
I
Criteria
Soil Data
;
Footing Dimensions & Strengths
Retained Height =
6.67 ft
Allow Soil Bearing
= 2,500.0 psf
Toe Width
= 1.00 ft
Wall height above soil =
0.00 ft
Equivalent Fluid Pressure Method
Heel Width
= 3.75
Slope Behind Wall =
2.00: 1
Heel Active Pressure
= 55.0 psf/ft
Total Footing Width
= 4.75
Toe Active Pressure
= 0.0 psf/ft
Footing Thickness
= 12.00 in
Height of Soil over Toe =
6.00 in
Passive Pressure
= 300.0 psf/ft
Water height over heel =
0.0 ft
Soil Density, Heel
= .115.00 pcf
Key Width
= 12.00 in
Soil Density, Toe
1115.00 pcf
Key Depth
= 32.00 in
Wind on Stem =
0.0 psf
FootingllSoil Friction
= 1 0.350
Key Distance from Toe
fc = 2 500 psi
= 1.00 ft
F = 60 000 si
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
i Axial Load Applied to Stem j
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
( "Design Summary
Wall Stability Ratios
Overturning = 2.00 OK
Sliding = 1.58 OK
Total Bearing Load = 5,655 lbs
...resultant ecc. = 9.83 in
Soil Pressure @ Toe =
2,424 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,296 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
17.4 psi OK
Footing Shear @ Heel =
32.7 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
2,806.9 lbs
less 100% Passive Force = -
2,454.2 lbs
less 100% Friction Force = -
1,979.3 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5: 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil height to Ignore Y 1 p
for passive pressure - 12.00 in Footing Concrete Density = 150.00 pcf
Min. As % = 0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
_ _ _ I _
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 10.00 ft
...Height to Bottom = 10.00 ft
Adjacent Footing Load n
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Fig CL Dist =
7.00 ft
Footing Type
Line Load
Base Above/Below Soil
=
at Back of Wall
2.0 ft
Poisson's Ratio =
0.300
I
Stem Construction Top Stem 2nd
Stem OK Stem OK
Design Height Above Ptc ft = 3.33 0.00
Wall Material Above "Ht" = Masonry Masonry
Thickness = 8.00 12.00
Rebar Size j = # 4 # 5
Rebar Spacing = 16.00 8.00
Rebar Placed at = Edge Edge
Design Data ----- - __--_
fb/FB + fa/Fa = 0.746 0.685
Total Force @ Sections lbs= 523.8 1,717.5
Moment.... Actual ft-# = 630.9 4,217.7
Moment ..... Allowable i ft-# = 845.7 6,158.6
Shear..... Actual psi = 8.2 16.1
Shear..... Allowable I psi = 19.4 38.7
Wall Weight psf= 84.0 133.0
Rebar Depth 'd' I in = 5.25 9.00
LAP SPLICE IF ABOVE in = 24.00 36.89
LAP SPLICE IF BELOW in= 24.00
HOOK EMBED INTO FTG in = 6.00
Masonry Data -- '----------. - _
fm I psi= 1,500 1,500
Fs psi = 24,000 24,000
Solid Grouting i = Yes Yes
Use Full Stresses = No Yes
Modular Ratio 'n' i = 21.48 21.48
Short Term Factor = 1.000 1.000
Equiv. Solid Thick. I in= 7.60 11.60
Masonry Block Type = Normal Weight
Masonry Design Method = ASD==~�-.`,.
Concrete Data I
psi =
FY i psi = /�c`QF�O'(N� M N2 y
�w CE31925 r"
{ °C Exp. 12/31/2010
cS CIV1L
\TFOF CA1-\R��v
To specify your own Title 35596 6'-8" retain w 2 to 1 slope Page:
special title block here, Job # :...New... Dsgnr: tsm Date: FEB 15,2010
use the "Settings" screen Description....
and enter your title block 6'-8" retaining w/ 2 to 1 sloping backfill and 2'-8"
information.
This Wall in File: C:\Program Files%RP2007%shey trilogy la q
Retain Pro 2007, 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Footing Design Results
Heel Active Pressure = 2,249.3 3.01 6,781.0
Toe
Heel
3.38
Factored Pressure
= 2,296
0 psf
217.4
Mu': Upward
= 1,634
0 ft-#
Surcharge Over Heel =
Mu': Downward
= 195
0 ft-#
Adjacent Footing Load = 557.6 3.63 2,025.3
Mu: Design
= 1,439
6,748 ft-#
717.3
Actual 1 -Way Shear
= 17.43
32.71 psi
0.00
Allow 1 -Way Shear
= 75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing
= None Spedd
Toe: Not req'd, Mu < S * Fr
Heel Reinforcing
= None Spedd
28.8
Heel: #4@ 10.00 in, #5@ 15.50 in, #6@ 22.00 in, #7@ 30.00 in, #8@ 39.50 in, #9@ 4
Key Reinforcing
= None Spec'd
Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in,
I Summary of Overturning & Resisting
Forces & Moments
723.4
.....OVERTURNING..... .....RESISTING.....
1,038.3
Force
Distance
Moment Force Distance Moment
Item _
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure = 2,249.3 3.01 6,781.0
Soil Over Heel
2,109.1
3.38
7,118.1
Toe Active Pressure = 0.50
Sloped Soil Over Heel =
217.4
3.83
833.5
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 557.6 3.63 2,025.3
Adjacent Footing Load =
183.2
3.92
717.3
Added Lateral Load =
Axial Dead Load on Stem=
0.00
Load @ Stem Above Soil =
Soil Over Toe
=
57.5
0.50
28.8
Surcharge Over Toe =
Stem Weight(s)
723.4
1.44
1,038.3
Total = 2,806.9 O.T.M. = 8,806.3
Earth @ Stem Transitions=
128.0
1.83
234.7
Footing Weighl =
712.5
2.38
1,692.2
Resisting/Overturning Ratio = 2.00
Key Weight =
400.0
1.50
600.0
Vertical Loads used for Soil Pressure = 5,655.2 lbs
Vert. Component =
1,124.2
4.75
5,339.9
Vertical component of active pressure used for soil pressure
Total =
5,655.2 lbs
R.M.=
__
17,602.6
DESIGNER NOTES
Pf"
M Exp. 1213112010
cSJ CIVIC
�TFOF CA\\F��
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title : 35596 7'4" retain w 2 to 1 slope Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
1 7'-4" retaining w/ 2 to 1 sloping backfill and 2'-8"
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
:-Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
j "Design Summary
Wall Stability Ratios
Overturning = 2.07 OK
Sliding = 1.60 OK
Total Bearing Load = 6,595 lbs
...resultant ecc. = 9.79 in
Soil Pressure @ Toe =
2,427 psf OK
Soil Pressure @ Heel =
This Wall in File: C:\Program Files%RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
2,500 psf
1
ACI Factored @ Toe =
2,304 psf
www.retainpro.com/support for latest release
Registration # : RP 2007013
Cantilevered Retaining Wall Design
Footing Shear @ Toe =
Code: CBC 2007
-1167735
37.9 psi OK
Allowable =
i
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
3,251.5 lbs
less 100% Passive Force= -
2,887.5 lbs
less 100% Friction Force = -
2,308.1 lbs
Added Force Req'd : =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
psi =
Wall Weight
! Criteria
psf =
Lsoll Data
Footing Dimensions
& Strengths
Retained Height =
7.33 ft
Allow Soil Bearing
= 2,500.0 psf
Toe Width
= 1.25 ft
Wall height above soil =
0.00 ft
Equivalent Fluid Pressure Method
Heel Width
= 4.00
psi =
Heel Active Pressure
= 1 55.0 psf/ft
Total Footing Width
= 5.25
Slope Behind Wall =
2.00 : 1
Toe Active Pressure
= I 0.0 psf/ft
Footing Thickness
= 12.00 in
Height of Soil over Toe =
6.00 in
Passive Pressure
= 300.0 psf/ft
=
Concrete Data -
Water height over heel =
0.0 ft
Soil Density, Heel
= ; 115.00 pcf
'
Key Width
Key Depth
= 12.00 in
36.00 in
Soil Density, Toe
115.00 pcf
Key Distance from Toe
-
1.25 ft
Wind on Stem =
0.0 psf
FootingIlSoil Friction
= � 0.350
fc = 2 500 psi
Fy = 60 000 si
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
:-Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
j "Design Summary
Wall Stability Ratios
Overturning = 2.07 OK
Sliding = 1.60 OK
Total Bearing Load = 6,595 lbs
...resultant ecc. = 9.79 in
Soil Pressure @ Toe =
2,427 psf OK
Soil Pressure @ Heel =
85 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,304 psf
ACI Factored @ Heel =
80 psf
Footing Shear @ Toe =
21.7 psi OK
Footing Shear @ Heel =
37.9 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
3,251.5 lbs
less 100% Passive Force= -
2,887.5 lbs
less 100% Friction Force = -
2,308.1 lbs
Added Force Req'd : =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Sod height to ignore I I p
for passive pressure = 1 12.00 in Footing Concrete Density = 150.00 pcf
0
i
' I
t
ft=
Lateral Load Applied to
Stem
Lateral Load =
0.0 #/ft
...Height to Top =
0.00 ft
...Height to Bottom = I
0.00 ft
Stem Construction
Design Height Above Ftc
ft=
Wall Material Above "Ht"
_
Thickness
=
Rebar Size I
=
Rebar Spacing
=
Rebar Placed at
_
Design Data
11.60
fb/FB + fa/Fa
_
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment ..... Allowable
j
I
ft-#=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
i
in=
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO'FTG in =
Masonry Data - l
fm
psi =
Fs
I
psi =
Solid Grouting
=
_ Use Full Stresses I
=
ModularRatio'n' I
=
Short Term Factor
=
Equiv. Solid Thick.
in =
Masonry Block Type
=
Masonry Design Method
=
Concrete Data -
fc
psi=
Fy i
psi =
Mm. As /o = 0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
0.00
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
7.00 ft
Footing Type
Line Load
Base Above/Below Soil
11.60
=
at Back of Wall
2.0 ft
Poisson's Ratio =
0.300
p Stem 2nd
Stem OK Stem OK
4.00
0.00
Masonry
Masonry
8.00
12.00
# 4
# 6
16.00
8.00
Edge
Edge
0.740 0.788
521.3 2,014.8
626.2 5,449.5
845.7 6,915.5
8.1 19.3
19.4 38.7
84.0 133.0
5.25 9.00
24.00 74.36
24.00
6.66
1,500
1,500
24,000
24,000
Yes
Yes
No
Yes
21.48
21.48
1.000
1.000
7.60
11.60
Normal Weight
ASD
� c �
C7rn
c EXpE1925
2131 /2010
Tqr£ OF CA��F���.�'
To specify your own
special title block here,.
use the "Settings" screen
and enter your title block
information.
Title 35596 7'-4" retain w 2 to 1 slope Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
7'-4" retaining w/ 2 to 1 sloping backfill and 2'-8"
Heel Active Pressure = 2,657.3 3.28 8,707.1
Soil Over Heel =
2,528.9
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
Toe Active Pressure = 0.50
Sloped Soil Over Heel =
www.retainpro.com/support
for latest release
Cantilevered
Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735
2007013
Adjacent Footing Load = 594.2 4.05 2,407.1
Adjacent Footing Load =
230.1
4.13
949.5
Added Lateral Load =
Axial Dead Load on Stem=
Footing Design Results
0.00
Toe
Heel
Soil Over Toe
Factored Pressure =
2,304
80 psf
Mu': Upward =
2,354
0 ft-#
44.9
Mu': Downward =
280
0 ft-#
Mu: Design =
2,073
8,719 ft-#
811.7
Actual 1 -Way Shear =
21.66
37.87 psi
Earth @ Stem Transitions=
Footing Weighl
Allow 1 -Way Shear =
75.00
75.00 psi
Other Acceptable Sizes & Spacings
Toe Reinforcing =
None Spec'd
2.63
Toe: Not req'd, Mu < S' Fr
Heel Reinforcing =
None Spec'd
450.0
Heel: #4@ 7.75 in, #5@ 12.00 in, #6@ 17.00 in, #7@ 23.00 in, #8@ 30.25 in, #9@ 38
Key Reinforcing =
None Spedd
Vert. Component =
Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in,
Summary of Overturning & Resisting
Forces & Moments
Vertical component of active pressure used for soil pressure
.....OVERTURNING..... .....RESISTING.....
6,594.6 lbs
Force
Distance
Moment Force Distance Moment
Item
lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure = 2,657.3 3.28 8,707.1
Soil Over Heel =
2,528.9
3.75
9,483.2
Toe Active Pressure = 0.50
Sloped Soil Over Heel =
258.8
4.25
1,099.7
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load = 594.2 4.05 2,407.1
Adjacent Footing Load =
230.1
4.13
949.5
Added Lateral Load =
Axial Dead Load on Stem=
0.00
Load @ Stem Above Soil =
Soil Over Toe
=
Surcharge Over Toe _
71.9
0.63
44.9
Stems Weight(s)
811.7
1.69
1,373.9
Total = 3,251.5 O.T.M. = 11,114.1
Earth @ Stem Transitions=
Footing Weighl
127 7
2 08
265.9
=
787.5
2.63
2,067.2
Resisting/Overturning Ratio = 2.07
Key Weight =
450.0
1.75
787.5
Vertical Loads used for Soil Pressure = 6,594.6 lbs
Vert. Component =
1,328.1
5.25
6,972.4
Vertical component of active pressure used for soil pressure
Total =
6,594.6 lbs
R.M.=
23,044.2
DESIGNER NOTES
r
W CE31925
Exp. 12/31 /2010
c!J CIV11. �Q
To specify your own
special title block here,
use the "Settings" screen
and enter your title block
information.
Title 35596 8' retain w/ 2 to 1 slope Page:
Job # ...New... Dsgnr: tsm Date: FEB 15,2010
Description....
8'-0" retaining w/ 2 to 1 sloping backfill and 2'-8"
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 , 16 -Apr -2008, (c) 1989-2008
www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007
Registration # : RP -1167735 2007013
Criteria
2,441 psf OK
Retained Height =
8.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Wind on Stem = 0.0 psf
Vertical component of active
lateral soil pressure options:
USED for Soil Pressure.
USED for Sliding Resistance.
USED for Overturning Resistance.
i Surcharge Loads �
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
NOT Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
*Design Summary
Wall Stability Ratios
Overturning = 2.13 OK
Sliding = 1.58 OK
Total Bearing Load = 7,581 Itis
...resultant ecc. = 9.79 in
Soil Pressure @ Toe =
2,441 psf OK
Soil Pressure @ Heel =
196 psf OK
Allowable =
2,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,316 psf
ACI Factored @ Heel =
186 psf
Footing Shear @ Toe =
26.0 psi OK
Footing Shear @ Heel =
43.7 psi OK
Allowable =
75.0 psi
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
3,731.7 lbs
less 100% Passive Force = -
3,234.4lbs
less 100% Friction Force = -
2,653.5 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Load Factors -
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2007
1.200
1.600
1.600
1.300
1.000
Soil Data
_
Allow Soil Bearing
= 2,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0 psf/ft
Toe Active Pressure
= 0.0 psf/ft
Passive Pressure
= 300.0 psf/ft
Soil Density, Heel
= 115.00 pcf
Soil Density, Toe
115.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
Total Force @ Section
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load = 0.0 #/ft
...Height to Top = 0.00 ft
...Height to Bottom = 0.00 ft
Stem Construction
_
Design Height Above FtE
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
fc = 2,500 psi Fy =
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#=
Moment..... Allowable
ft-# _
Shear..... Actual
psi =
Shear..... Allowable
psi =
Wall Weight
psf =
Rebar Depth 'd'
in=
LAP SPLICE IF ABOVE
in =
LAP SPLICE IF BELOW
in=
HOOK EMBED INTO FTG in =
Masonry Data -
-
fm
psi =
Fs
psi =
Solid Grouting
=
_ Use Full Stresses
=
ModularRatio'n'
_
Short Term Factor
=
Equiv. Solid Thick.
in=
Masonry Block Type
=
Masonry Design Method
=
Concrete Data
-
fc
psi =
Fy
psi =
Footing Dimensions & Strengths
Toe Width =
1.50 ft
Heel Width =
4.25
Total Footing Width =
5.75
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
39.00 in
Key Distance from Toe =
1.50 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0000
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Adjacent Footing Load
0.00
Adjacent Footing Load =
1,373.0 lbs
Footing Width =
2.50 ft
Eccentricity =
8.00 in
Wall to Ftg CL Dist =
7.00 ft
Footing Type
Line Load
Base Above/Below Soil
11.60
=
at Back of Wall
2.0 ft
Poisson's Ratio =
0.300
p Stem 2nd
Stem OK Stem OK
4.67
0.00
Masonry
Masonry
8.00
12.00
# 4
# 7
16.00
8.00
Edge
Edge
0.740 0.908
521.3 2,336.4
626.2 6,906.8
845.7 7,605.5
8.1 22.8
19.4 38.7
84.0 133.0
5.25 9.00
24.00 101.21
24.00
7.36
1,500
1,500
24,000
24,000
Yes
Yes
No
Yes
21.48
21.48
1.000
1.000
7.60
11.60
Normal Weight
ASD
VIA
WJ CE31925 n'
` Exp. 12%31 /2010
cSJ.�CIV11- , ,��',
To specify your own
2,990.0
Title 35596 8' retain w/ 2 to 1 slope Page:
special title block here,
Sloped Soil Over Heel =
Job # ...New... Dsgnr: tsm Date: FEB 15,2610
use the "Settings" screen
1,417.1
Description....
and enter your title block
8'-0" retaining w/ 2 to 1 sloping backfill and 2'-8"
information.
271.4
4.33
1,176.1
Axial Dead Load on Stem=
This Wall in File: C:1Program Files1RP20071shey trilogy la q
Retain Pro 2007 .16 -Apr -2008, (c) 1989-2006
Soil Over Toe =
www.retainpro.com/support for latest release
Cantilevered
Retaining Wall Design Code: CIBC 2007
Registration # : RP -1167735 2007013
Stem IWeight(s)
900.8
1.95
1,755.0
Earth:@ Stem Transitions=
Footing Weight
Footing Design Results
Toe
Heel
=
Factored Pressure = 2,316
186 psf
2,479.7
Mu': Upward = 3,215
0 ft-#
2.00
Mu': Downward = 381
0 ft-#
1,551.6
Mu: Design = 2,834
11,051 ft-#
Total =
Actual 1 -Way Shear = 25.97
43.73 psi
29,420.8
Allow 1 -Way Shear = 75.00
75.00.psi
Other Acceptable Sizes & Spacings
Toe Reinforcing = None Spec'd
Toe: #4@ 24.25 in, #5@ 37.50 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Heel Reinforcing = None Spec'd
Heel: #4@ 7.25 in, #5@ 11.00 in, #6@ 15.75 in, #7@ 21.25 in, #8@ 28.00 in, #9@ 35
Key Reinforcing ' = None Spec'd
Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in,
Summary of Overturning & Resisting
Forces & Moments,
.....OVERTURNING..... .....RESISTING.....
Force
Distance
Moment Force Distance Moment
Item lbs
ft
ft-# lbs ft ft-#
Heel Active Pressure = 3,104.5 3.54 10,995.1
Toe Active Pressure = 0.50
Surcharge Over Toe =
Adjacent Footing Load = 627.2 4.49 2,816.4
Added Lateral Load =
Load @ Stem Above Soil =
Total = 3,731.7 O.T.M. = 13,811.4
Resisting/Overturning Ratio = 2.13
Vertical Loads used for Soil Pressure = 7,581.4 lbs
Vertical component of active pressure used for soil pressure
DESIGNER NOTES:
Soil Over Heel =
2,990.0
4.13
12,333.8
Sloped Soil Over Heel =
303.7
4.67
1,417.1
Surcharge Over Heel =
Adjacent Footing Load =
271.4
4.33
1,176.1
Axial Dead Load on Stem=
0.00
Soil Over Toe =
86.3
0.75
64.7
Surcharge Over Toe. _
Stem IWeight(s)
900.8
1.95
1,755.0
Earth:@ Stem Transitions=
Footing Weight
127.7
2.33
297.9
=
862.5
2.88
2,479.7
Key Weight =
487.5
2.00
975.0
Vert. Component = _
1,551.6
5.75
8,921.6
Total =
7,581.4 lbs
R.M.=
29,420.8
Y' VJ'O
�r
r CE3192rn
5 u' m
F P. 12/31/20 i o
CIVIL
�FD` CFILIF
CITY OF LA -QUINTA SUB -CONTRACTOR LIST 1*-�
JOB ADDRESS �? 505' 1200 ' AQ06 Ct)UQT PERMIT NUMBER �'— OWNER E1RAIS 12ICHTC: R BUILDER QW4$M-P-• 9WER,
This form shall be posted on the job with the Building Inspection Card at all times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work
on this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance
of building permit. For each applicable trade, all information requested below must be completed
by applicant. "On File" is not an acceptable response.
TtadeCiass�#ipt?
:.cat�00.:::.
.. ,:.on
.. ,...._ .......... t..r..o
l.aep
:: 404
1aeS1i srrs.
`Company Name
Classification
(e.g. A, B, C-8)
License Number
(xxxxxx)
Exp. Date
(xx/xx/xx)
Carrier Name
(e.g. State Fund, CalComp)
Policy Number
(Format Varies)
Exp. Date
(x)(/xx/xx)
License Number
(xxxx)
Exp. Date
(xx/xx/xx)
EARTHWORK 1C-12)
CONCRETE (C-8)
FRAMING:>IG :5)
STRUCT STEEL (C 51)
MASONRY (C-29)
'PLUMBING {;C-36)
LATH PLASTER (C-35) .;
DRYWALL. (C-9)
HVAC (C=20).
ELECTRICAL '(C-tO)
RQOI+ING3(C-39)
S((EETi METAL`(d43)
FL;oORING' tC=T5)
GLAZING 1C-1'7)
INS:l7LATIUN 1C�2►
-SEWAGt D.ISP. (C42t.
PAINTING I:C-33)
6.
CERAMIC T1LE:(C-54►
CABINETS (C-6)
FENCING (C 13)Ill
V %lfb
902101
DI
10
dI•ol - 11gib
33
�J •3
LAN --S (C:-27)
O (0
POOL (C 53)
Ll r� GAJOITC
SINCE44
19(69743
12.31.1
STA trJS. 521Q
O55 2
OI.26•I1
0aSa 4.
/0.- .10
QbaL C•S3 8.3l-! l STM COMP US. F%Jr�t 0238.O013o24 10-01-10 11-1035
9l(,so8 Vf- 30 - 0-