BLCK (07-3049)51425 Madison St
07-3049
P.O. BOX -1504
78-495 CALLE TAMPICO
LA QUINTA; CALIFORNIA 92253
Application Number: T___07-00
0030-49-)
Property Address:* \ 51425 MADISON ST
APN-- 777 -030 -004 -
,Application description: IWALL/FENCE
PropertyZOnin VERY LOW DENSITY RES 9
Application valuation: 1000
T4,ht 4.4 Qu&m
BUILDING & SAFETY DEPARTMENT)
BUILDING PERMIT
Owner:
MADISON RANCH LLP
51-425 MADISON
LA QUINTA, CA 92253
Applicant: Architect or Engineer:.
C ` ' N
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with ,
Section 7000) of Division 3 of the Business and Pr fessionals Code, and my License is in full force and effect.
License Class: 13 oq License No.: 440810
Date: Contractor.
i
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 t
any applicant for a permit subjects the applicant to a civil penalty of not more than five -hundred dollars ($500).:
- (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The
Contractors' State License Law, does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the •
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.).
(_) 1„as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
I—) 1 am exempt under Sec. , BAP.C. for this reason
Q
'Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
LQPERAIIT
Contractor: .
SHIVELY CONSTRUCTION
PO BOX 1096 -
LA QUINTA, CA 92241
(760)275-4333
Lic. No.: 440810
I N(
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 1/03/08
WORKER'S COMPENSATION DECLARATION
1 hereby affirm under penalty of perjury one of the following declarations:
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 CLARENDON INS Policy Number 01DKRM12000656
I certify that, in the performance of the work for which this permit is issued, 1 shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California,
and agree that, if I should become subject to the workers' compensation provisions of Section
3700 of the Labor Code, I shall forth 't ly with those provisions.
Date: - ;/0,9 'Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($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 Quinta, its officers, agents and employees for any act or omission related to the work being
performed under or following issuance of this permit. -
2. Any permit issued as a result of this application becomes null and void if work is not commenced
within 180 days, from date of issuance of such permit, or cessation of work for 180 days will subject
permit to cancellation.
I certify tl4at I have read this application and state that the above information is correct. I agree to comply with all
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
of this
county to enter upon the above-mentioned property for i pection purposes.
Signature (Appli
rcAgent)
Application Number . . 07-00003049
Permit .. WALL/FENCE PERMIT
Additional desc .
Permit Fee 25.00 Plan. Check
Fee
'00
Issue Date.-. Valuation
100.0
Expiration Date .: 7/01/08
Qty Unit Charge Per
Extension
BASE.'FEE
15=.00
.5.00 2.0000 HND BLDG 501-2,000
10.00
----------------------------------------------------------------------------
Special Notes and Comments
401F Q 6'H'RETAINING.BLOCKWALLS
[ENGINEERED] 2001 CALIFORNIA
BUILDING CODE.
January 2, 2008 9:40:35•AM AORTEGA
-- --- -
Other Fees ... . . .'. . . STRONG MOTION (SMI)
- RES
-----------
50
Fee summary Charged Paid Credited
Due
-----------------------------------------------
Permit Fee Total 25.00 .00
----------
.00
25.00 .
Plan Check Total .00 .00
.00
.00
Other Fee'Total .50 ..00
.00
50
Grand Total 25".50 ..00
.00
25.50
,A
B/' °/
City of La . Quinta
Building 8i Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permits
bl '
Project Address: Sl— 425
Owner's Name:. . /%% /. L4
A. P. Number:
Address:
Legal Description:
Contractor: /VEL Y0y 57'. zw C -
City, ST, Zip:
Telephone: n' a
Address: , j, O O 6
Project Description:
City, ST; Zip:
Telephone: S _ f s 3s
.
State Lic. # : 440$10
City Lic. #:
Arch., Engr., Designer:T% S H
Q/6 TO 3/(p .[ 1L/
`fV
Address:GeRdN 57 Zo
City, ST, Zip: ,g4 0,9Ha r'1
Telephone: Flel r,32 -/e 4-jr
Construction Type: Occupancy:
Project type (circle one): New Add'n Alter . Repair Demo
State Lic. #:
Name of Contact Person: JX.f'{' s#/V44`,
Sq. Ft.:
#Stories:
#Units:
Telephone # of Contact Person: 27*_ 4 3 3 3
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THISLINE
#
Submittal
Req'd
Recd
TRACKING-.
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cates.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Cates.
Plans picked up iarl o
Construction
Flood plain plan
Plans resubmitted »'/ 0'j
Mechanical
Grading plan'
2nd Review, ready for correction ssu I
Electrical
Subcontactor List
Called Contact Person y
Plumbing .
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:
''d Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
V)vDre TM
C.LC.V/11Iu IV JCL./IuIV
,.,11111=10 ..,,,,.,, ,,,,,,FA MWXWJFA
OTYP. CONC. BLOCK WALL.
OTYP. CONSTRUCTION JOINT WHERE
OCCURS MAX. 30' SPACING OR AT
WALL HEIGHT CHANGE AND AT RETURNS.
DEEPLY RAKED HEAD JOINT, WITH
WATERPROOF CAULKING DEPTH
OF 1/2 WIDTH OF HEAD JOINT.
3 TYP. HALF BLOKS
O4 TYP. HORIZ. REINFORCING
WHERE OCCURS PER SECTION
5OFULL HEIGHT X -TRA VERTICAL
REINFORCING AND DOWEL INTO
EACH SIDE OF CONSTRUCTION
JOINT.
2
CD -
PLAN
PLAN SECTION
,,-C TYP. CONSTRUCTION JOINT
SCALE: 1" = 1'-O"
IL
to
zz
o
Ww
, w to
4 -0 tnas
B TYP. STEP FOOTING DETAIL
SW1 SCALE: 1/2" = 1'-0"
CONC. SWALE
(2)-#4 CONT. AS REQ'D.
HORIZ. 0 TOP SEE GRADING
(1)-#4 0 24" o.c. PLAN
MAX. SPACING
F.G.
CONC. SWALE AS
REQ'D.
Li
PLAN CHECK
12/15/07
V1
2
3
6'tb 0WELS ]
U
J
(2)-#4 CONT.
SEE GRADING PLAN
UtL HEIGHT
=o
2.
,, •,•'aa•
ry-
.-
. . _J
HORIZ. 0 TOP
C
site conditions before starting work. The Architect and
,2., 'I• 2•.
a
1
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(1)-#4 0 24" o.c.
3.
1
F. 6
S
z I #4 0 16"o.c.
7.
The general contractor shall insure that there is a
Z Zo 1 4
over these general notes.
J
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•'•4
0
1
MAX. SPACING
4
44
4
.
T
times.
a. Q
w
8.
4 J
#4 AS SHOWN`. U
0
FES
TYP TOTAL OF (5)
• F.S
No changes are to be made on the plans without the
3"
other than the location shown hereon.
CLR.
knowledge of the engineer whose signature appears
0
#4 CSD 32"o.c.
= = -
I ii-
El
hereon. The design adequacy and safety of the erection
All foundations and slabs on grade are to comply with
a
M
1,-3„ 1,-O„ 1'-O"
iV E
01 in N $
`
CONC. SWALE
0 -
CL . ,
!
VERTICAL
I IfHll-
responcbility of the contractor, and has not been
0
j,vjx. • ,
TESTING INC., Project No. 0621025, June 26, 2006.
(2)-#4 CONT.
AS REQ'D.
2.
r
4'm6' RETAINING WALL
•
2
0
w
HORIZ. 0 TOP
SEE GRADING
0
J
3
- 2 1 /2"
o
W
Co -Efficient of friction = 0.35
(1)-#4 0 24" o.c.
PLAN
_0
1..1.
Total Lateral Resistance =Friction + 2/3 Passive
(2)-#4 CONT.
•I CLEAR
r
All existing fill soil and all disturbed natural soils
MAX. SPACING
F.S
_ IITfT
HORIZ, 0 TOP &IT
required with properly compacted fill.
I-
4.
All filling backfilling and recompaction are to be done
0
3:
under the supervision of an approved soils engineer.
(1)-#4 CSD 24" o.c.
#4 CSD 16"o.c
MASONRY
R
1.
Concrete masonry units shall be grade N, and conform to
IIT
-
0 _Jz0
MAX. SPACING 4
I VERTICAL
2.
Mortar shall be type S, and conform to ASTM C-476.
J
I
Grout shall conform to ASTM C-476.
(V
4.
AIL cells with reinforcing shall be grouted solid U.N.Q. see plan.
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Grout shall be poured in lifts of four feet maximum
F
0
height.
2
LL
z
5.
All reinforcement shall have a minimum coverage of one
U
#4 0 24"o.c.
2 1/2"
F
00
1
(3)-#4 CONT.
:2•:',r..::.''
coverage.
CL
(0
a
o
Grout shall have min. 28 day strength of 2,000 psi.
CLEAR
J
HORIZ. 0 TOP &
iv
z
v,
0
J
1.
All reinforcing shall be grade 60 and conform with ASTM
U
(2)-#4 0 24" o.c:
0 Q
A-615 unless noted otherwise.
06
-❑
2.
(2)-#4 CONT.
I
0
MAX. SPACING
•
0
3.
Splices in wall reinforcing shall be staggered 48 inches
HORIZ. 0 TOP
minimum unless noted otherwise.
a
5
4.
All reinforcing, anchor bolts, and inserts shall be me-
(1)-#4 0 24" o.c.
1P
0
grouting masonry.
•
ELS
5.
Concrete protection for reinforcement:
MAX. SPACING
a. below grade unformed ..... 3" clear
c a
.c.
b. below grade formed ..........2" clear
4
;.
0'.. C.
O
d. columns ......................1 1/2" clear
6.
Welding shall be done by certified welders in accordance
•
with AWS Standard Code D12.1, using low -hydrogen coated
electrodes, E70XX series.
CONCRETE
1.
All concrete shall attain a minimum compressive strength
at 28 days of N.A. psi for precast panels, N.A. psi
''CL:E'q,ff
M z
Max. water -cement ratio 0.45.
SPECIAL INSPECTION NOT SPECIFIED AS DESIGN IS BASED ON
.• 1
Z F.S 6
11
I #5 0 24"o.c.
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I
2.
All cement shall conform to ASTM C-150, TYPE II cement.
z F.S
I
4 0 16 o.c.l
//.
4.
Refer to architectural drawings for molds, grooves, or-
naments, and finishes for all concrete work.
5.
Location of construction and weakened plane joints shall
be approved by the architect and engineer.
6.
Pipes may pass through concrete in sleeves, but shall not
be imbedded therein.
7.
Pipes or ducts exceeding one-third (1/3) of the slab or
wall thickness shall not be placed instructural concrete
unless specifically detailed.
8.
All concrete shall have Type -V sulphate resistant
cement, with maximum water cement ratio of 0.45
per U.B.C. table 19-A-3;
#4 AS SHOWN
4'. I
•"
M
NOTE:
o
#4 AS SHOWN
I ° I
_J^
c'
TYP TOTAL OF (8)
PRiOR TO BACK FILLING, AS PER RECOMMENDATION OF
WATER PROOFING CONSULTANT.
TYP TOTAL OF 6)
'•4°"4
* ALL WALLS SHALL BE ADEQUATELY SHORED, PRIOR TO
GROUTING AND BACK FILLING UNTIL UPPER SLAB IN PLACE
;
i
44'I
--
CONC. BLOCK UNTIL MIN, DESIGN STRENGTHS
L
-
ARE ACHIEVED IN COMPRESSION TESTS OF CYLINDERS.
311
* PROVIDE COLD JOINTS FOR WALLS AT EVERY 30' MAX.
SPACING AND AT EVERY CHANGE IN WALL HEIGHT,
AND RETURNS.
CLR.
* BACKFILL IMMEDIATELY BEHIND THE RETAINING WALL
391
SHALL NOT BE COMPACTED WITH HEAVY MECHANICAL
EQUIPMENT. BACKFILL SHALL BE HAND COMPACTED TO
CLR.
A MAXIMUM DRY DENSITY OF 90% AS APPROVED BY
2'-0" Ilk
le
1'-0" 2'-6"
THE SOILS ENGINEER.
1'-9"
1'-0"
5'-6"
4'-fi"
4 8'- 9'-6"
RETAINING
WALL
6'-8'
RETAINING WALL
3
RW1 SCALE: 1/2"
= 1'-0"
RWM )SCALE: 1/21'
= 1'-0"
CONC. SWALE
(2)-#4 CONT. AS REQ'D.
HORIZ. 0 TOP SEE GRADING
(1)-#4 0 24" o.c. PLAN
MAX. SPACING
F.G.
(2)-#4 CONT.
HORIZ 0 TOP
(1)-#4 0 24" o.c.
MAX. SPACING
L #4 DOWELS
0 32"o.c.
16)_
z F.S
#4 AS SHOWN
TYP. TOTAL OF (4)
CONC. SWALE
AS REQ'D.
SEE GRADING
PLAN
F.G.
II I -T 2
Y P
Li
PLAN CHECK
12/15/07
V1
2
3
6'tb 0WELS ]
U
J
; ; 0. C.
J
0 Q
UtL HEIGHT
=o
2.
,, •,•'aa•
ry-
.-
. . _J
0
0
N
C
site conditions before starting work. The Architect and
,2., 'I• 2•.
a
1
AA r
J
M C)
N
3.
1
F. 6
S
z I #4 0 16"o.c.
7.
The general contractor shall insure that there is a
Z Zo 1 4
over these general notes.
J
` %U
•'•4
0
1
4
44
4
.
T
times.
a. Q
w
8.
4 J
#4 AS SHOWN`. U
0
FES
TYP TOTAL OF (5)
I
No changes are to be made on the plans without the
3"
other than the location shown hereon.
CLR.
knowledge of the engineer whose signature appears
0
CIVIL
9rF4E t
6.
hereon. The design adequacy and safety of the erection
All foundations and slabs on grade are to comply with
a
M
1,-3„ 1,-O„ 1'-O"
iV E
01 in N $
`
1
o,
0 -
CL . ,
!
rn Cc' a
31-311
01N
responcbility of the contractor, and has not been
0
j,vjx. • ,
TESTING INC., Project No. 0621025, June 26, 2006.
considered b this office The contractor is res onsible
2.
r
4'm6' RETAINING WALL
2
0
w
RW1 'SCALE: 1/2" = 1'-0"
PA = 55 pcf/ft. Restrained.
0
J
s
a
W
(2)-#4 CONT.
HORIZ 0 TOP
(1)-#4 0 24" o.c.
MAX. SPACING
L #4 DOWELS
0 32"o.c.
16)_
z F.S
#4 AS SHOWN
TYP. TOTAL OF (4)
CONC. SWALE
AS REQ'D.
SEE GRADING
PLAN
F.G.
6" 2'-0"
2'-6"
1 2'-4' RETAINING WALL
RW1 SCALE: 1/2" = 1'-0"
dr
180- BEND
4 A J
BAR LAP "L" 1. d = BAR DIAMETER
2. D = 6d FOR #3 THRU #8
TYPICAL U.N.O. D = 8d FOR #9 THRU #11
D = 10d FOR #14 AND #18
SPLICE AND OFFSET
MATERIAL BAR LAP "L"
CONCRETE 40 BAR 0 (40xd)
MASONRY 30 BAR 0 (30xd)
4ft-BAR BEND SPLICE & OFFSET
SCALE: 1/2" = 1'-0"
NOTE:
REFER TO SOILS REPORT AS NOTED IN THE GENERAL NOTES FOR ANY
ADDITIONAL REQUIREMENTS, NOT REFERED HERE. ALL REQUIREMENTS OF SOILS
REPORT SUPERSEDE THE REQUIREMENTS NOTED HERE.
4" DIA. PERFORATED PVC (SCH. 40 OR EQ.) DRAIN PIPE EMBEDDED IN A
MINIMUM OF 1 CU. FT. OF GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI 140
EQ.). THE DRAIN PIPE SHOULD SLOPE A MIN. OF 2% TOWARD A 4" DIA.
SOLID OUTLET PIPE. ALTERNATIVES AMY BE PER GEOTECHNICAL CONSULTAN
0 90% COMPACTED NATIVE BACKFILL AS APPROVED BY THE SOILS ENGINEER.
O8.8.16 CONC. BLOCKS
O4 12.8.16 CONC. BLOCKS
O16.8.16 CONC. BLOCKS
2X4 FLAT KEY
MAY BE OMITTED WHEN CONC. BLOCKS ARE WET SET INTO
CONCRETE FOOTING A MIN.OF 11".
Construction is NOT PERMtiTI~D
on the following Code Holidays:
New Year's Day
Dr. Martin Luther KingJr. Day
President's Day
Memorial Day
Independence Day
Labor Day
Veteran's Day
Thanksgiving Day
Christmas Day
CONSTRUCTION HOURS
October 1st - April 30
Monday - Friday: 7:00 a.m. to 5:30 p.m.
Saturday: 8:00 a.m. to 5:00 p.m.
Sunday: None
Government Code Holidays: None
May 1 st - September 30th
/!Monday - Friday: 6:00 a.m. to 7:00 pan.
Saturday: 8:00 a.m. to 5:00 p.m.
Sunday: None
Government Code Holidays: None
r'
"AN ADEQUATELY SIZED DEBRIS CONTAINER
IS REQUIRED ON THE JOB SITE DURING ALL
PHASES OF CONSTRUCTION AND MUST BE
EMPTIED AS NECESSARY. FAILURE TO DO SO
MAY CAUSE THE CITY TO HAVE THE CONTAINER
DUMPED AT THE EXPENSE OF THE OWNER/
9• ` CONTRACTOR."
r
r•
A REMSPEE M FEE Of
WIL BE CHARGED ITTFtE IND
PLAiV,S AND JOB CARD ARE NOT Oil
THE SITE FOR A SCHEDULED
IINMTION.
NO
KEY PLAN
CITY OF LA QUIM'A
BUILDING 8 SAFETY DEPT.
APPROVED
FOR GONSTRUCTIOIQ
RETAINING TO TIE w/ (E) WALL
T+
J
Y P
Li
PLAN CHECK
12/15/07
1.
2
J
■
1
0
W C
and finish materials. He shall provide all necessary
2.
#4 CSD 16"o.c.in
.-
. . _J
0
0
N
site conditions before starting work. The Architect and
0
°
v a
1
AA r
Engineer shall be notified of any discrepancies.
M C)
6" 2'-0"
2'-6"
1 2'-4' RETAINING WALL
RW1 SCALE: 1/2" = 1'-0"
dr
180- BEND
4 A J
BAR LAP "L" 1. d = BAR DIAMETER
2. D = 6d FOR #3 THRU #8
TYPICAL U.N.O. D = 8d FOR #9 THRU #11
D = 10d FOR #14 AND #18
SPLICE AND OFFSET
MATERIAL BAR LAP "L"
CONCRETE 40 BAR 0 (40xd)
MASONRY 30 BAR 0 (30xd)
4ft-BAR BEND SPLICE & OFFSET
SCALE: 1/2" = 1'-0"
NOTE:
REFER TO SOILS REPORT AS NOTED IN THE GENERAL NOTES FOR ANY
ADDITIONAL REQUIREMENTS, NOT REFERED HERE. ALL REQUIREMENTS OF SOILS
REPORT SUPERSEDE THE REQUIREMENTS NOTED HERE.
4" DIA. PERFORATED PVC (SCH. 40 OR EQ.) DRAIN PIPE EMBEDDED IN A
MINIMUM OF 1 CU. FT. OF GRAVEL WRAPPED IN FILTER FABRIC (MIRAFI 140
EQ.). THE DRAIN PIPE SHOULD SLOPE A MIN. OF 2% TOWARD A 4" DIA.
SOLID OUTLET PIPE. ALTERNATIVES AMY BE PER GEOTECHNICAL CONSULTAN
0 90% COMPACTED NATIVE BACKFILL AS APPROVED BY THE SOILS ENGINEER.
O8.8.16 CONC. BLOCKS
O4 12.8.16 CONC. BLOCKS
O16.8.16 CONC. BLOCKS
2X4 FLAT KEY
MAY BE OMITTED WHEN CONC. BLOCKS ARE WET SET INTO
CONCRETE FOOTING A MIN.OF 11".
Construction is NOT PERMtiTI~D
on the following Code Holidays:
New Year's Day
Dr. Martin Luther KingJr. Day
President's Day
Memorial Day
Independence Day
Labor Day
Veteran's Day
Thanksgiving Day
Christmas Day
CONSTRUCTION HOURS
October 1st - April 30
Monday - Friday: 7:00 a.m. to 5:30 p.m.
Saturday: 8:00 a.m. to 5:00 p.m.
Sunday: None
Government Code Holidays: None
May 1 st - September 30th
/!Monday - Friday: 6:00 a.m. to 7:00 pan.
Saturday: 8:00 a.m. to 5:00 p.m.
Sunday: None
Government Code Holidays: None
r'
"AN ADEQUATELY SIZED DEBRIS CONTAINER
IS REQUIRED ON THE JOB SITE DURING ALL
PHASES OF CONSTRUCTION AND MUST BE
EMPTIED AS NECESSARY. FAILURE TO DO SO
MAY CAUSE THE CITY TO HAVE THE CONTAINER
DUMPED AT THE EXPENSE OF THE OWNER/
9• ` CONTRACTOR."
r
r•
A REMSPEE M FEE Of
WIL BE CHARGED ITTFtE IND
PLAiV,S AND JOB CARD ARE NOT Oil
THE SITE FOR A SCHEDULED
IINMTION.
NO
KEY PLAN
CITY OF LA QUIM'A
BUILDING 8 SAFETY DEPT.
APPROVED
FOR GONSTRUCTIOIQ
RETAINING TO TIE w/ (E) WALL
T+
GENERAL:
Y P
PLAN CHECK
12/15/07
1.
All material and workmanship shall conform to the
10-4
■
application of shear walls, roof and floor diaphrams,
California Building Code, 2001 edition (UBC 1997).
W C
and finish materials. He shall provide all necessary
2.
The general contractor shall verify all dimensions and
bracing to provide stability prior to application of the
site conditions before starting work. The Architect and
aformentioned building components. Observation visits to
v a
OR
Engineer shall be notified of any discrepancies.
F
P •a tw
3.
Notes and details on drawings shall take precedence
7.
The general contractor shall insure that there is a
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over these general notes.
w o .04
oUM Cd
CID A
full time qualified superintendant at the job site at all
4.
Dimensions as indicated are the dimensions to be used.
times.
i O
U1U naw
8.
Do not scale the drawings.
FES
5.
No changes are to be made on the plans without the
9
other than the location shown hereon.
56112
Exp.12/31/08 x►
knowledge of the engineer whose signature appears
FOUNDATIONS
CIVIL
9rF4E t
6.
hereon. The design adequacy and safety of the erection
All foundations and slabs on grade are to comply with
iV E
01 in N $
`
bracing, shoring, and temporary supports is the sole
0 -
CL . ,
!
rn Cc' a
owner. Refer to soils report by SOUTHERN CALIFORNIA SOIL
responcbility of the contractor, and has not been
j,vjx. • ,
TESTING INC., Project No. 0621025, June 26, 2006.
considered b this office The contractor is res onsible
2.
Design soil bearing pressure is 1,500 psf. (1/3 increase allowed.)
DO NOT SCALE THE DRAWING
C3
Y P
PLAN CHECK
12/15/07
10
for the stability of the structure prior to the
10-4
■
application of shear walls, roof and floor diaphrams,
■
W C
and finish materials. He shall provide all necessary
bracing to provide stability prior to application of the
aformentioned building components. Observation visits to
v a
the job site by personnel from this office shall not
DO NOT SCALE THE DRAWING
C3
Y P
14
0
10
for the stability of the structure prior to the
10-4
application of shear walls, roof and floor diaphrams,
W C
and finish materials. He shall provide all necessary
bracing to provide stability prior to application of the
aformentioned building components. Observation visits to
v a
the job site by personnel from this office shall not
F
P •a tw
Include inspection or approval of the above items.
U
od w MIlia t- 10 ,a
7.
The general contractor shall insure that there is a
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full time qualified superintendant at the job site at all
Cn a w -+
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times.
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8.
These plans are the property of Satish Shah & Associates, Inc.
FES
and are not to be used in whole or in part for any work
O
9
other than the location shown hereon.
56112
Exp.12/31/08 x►
FOUNDATIONS
CIVIL
9rF4E t
1.
All foundations and slabs on grade are to comply with
iV E
01 in N $
`
recommendations of the soils report as supplied by the
0 -
CL . ,
!
rn Cc' a
owner. Refer to soils report by SOUTHERN CALIFORNIA SOIL
j,vjx. • ,
TESTING INC., Project No. 0621025, June 26, 2006.
2.
Design soil bearing pressure is 1,500 psf. (1/3 increase allowed.)
EFP: PA = 35 pcf/ft.Level back fill
0
PA = 55 pcf/ft. Restrained.
-
J
Passive = 250 psf/ft.
W
Co -Efficient of friction = 0.35
_0
1..1.
Total Lateral Resistance =Friction + 2/3 Passive
3.
All existing fill soil and all disturbed natural soils
and organic matter are to be excavated and replaced as
W
required with properly compacted fill.
I-
4.
All filling backfilling and recompaction are to be done
0
3:
under the supervision of an approved soils engineer.
U) D (
t7.!
-
MASONRY
R
1.
Concrete masonry units shall be grade N, and conform to
0 _Jz0
ASTM C-90. fm = 1,500 psi.
W
2.
Mortar shall be type S, and conform to ASTM C-476.
3.
Grout shall conform to ASTM C-476.
(V
4.
AIL cells with reinforcing shall be grouted solid U.N.Q. see plan.
T
Grout shall be poured in lifts of four feet maximum
F
0
height.
LL
z
5.
All reinforcement shall have a minimum coverage of one
o_
U)
bar diameter over all bars with not less than 3/4 inch
coverage.
6.
Grout shall have min. 28 day strength of 2,000 psi.
Q
7.
** Special inspection NOT required U.N.O. **
W Z
W W
REINFORCING
STEEL
F o
U)
J
1.
All reinforcing shall be grade 60 and conform with ASTM
❑
0 Q
A-615 unless noted otherwise.
06
-❑
2.
Reinforcing shall be spliced only as noted. "Splices at
W
W
other locations as approved by this office.
W
0
3.
Splices in wall reinforcing shall be staggered 48 inches
0
Q
minimum unless noted otherwise.
L0 J
4.
All reinforcing, anchor bolts, and inserts shall be me-
chanically secured in place prior to placing concrete or
grouting masonry.
5.
Concrete protection for reinforcement:
a. below grade unformed ..... 3" clear
b. below grade formed ..........2" clear
c. walls .................................1 " clear
d. columns ......................1 1/2" clear
6.
Welding shall be done by certified welders in accordance
with AWS Standard Code D12.1, using low -hydrogen coated
electrodes, E70XX series.
CONCRETE
1.
All concrete shall attain a minimum compressive strength
at 28 days of N.A. psi for precast panels, N.A. psi
for concrete slabs and 2,500 psi for foundations.
Max. water -cement ratio 0.45.
SPECIAL INSPECTION NOT SPECIFIED AS DESIGN IS BASED ON
Vc = 2,500 psi.
2.
All cement shall conform to ASTM C-150, TYPE II cement.
3.
Fine and coarse aggregate shall conform to ASTM C-33.
4.
Refer to architectural drawings for molds, grooves, or-
naments, and finishes for all concrete work.
5.
Location of construction and weakened plane joints shall
be approved by the architect and engineer.
6.
Pipes may pass through concrete in sleeves, but shall not
be imbedded therein.
7.
Pipes or ducts exceeding one-third (1/3) of the slab or
wall thickness shall not be placed instructural concrete
unless specifically detailed.
8.
All concrete shall have Type -V sulphate resistant
cement, with maximum water cement ratio of 0.45
per U.B.C. table 19-A-3;
NOTE:
* BACK FACE OF ALL WALLS SHALL BE WATER PROOFED
PRiOR TO BACK FILLING, AS PER RECOMMENDATION OF
WATER PROOFING CONSULTANT.
* ALL WALLS SHALL BE ADEQUATELY SHORED, PRIOR TO
GROUTING AND BACK FILLING UNTIL UPPER SLAB IN PLACE
AND CURED FOR MIN. 7 DAYS.
* NO BACKFILL SHALL BE PLACED AGAINST CONCRETE/
CONC. BLOCK UNTIL MIN, DESIGN STRENGTHS
ARE ACHIEVED IN COMPRESSION TESTS OF CYLINDERS.
* PROVIDE COLD JOINTS FOR WALLS AT EVERY 30' MAX.
SPACING AND AT EVERY CHANGE IN WALL HEIGHT,
AND RETURNS.
* BACKFILL IMMEDIATELY BEHIND THE RETAINING WALL
SHALL NOT BE COMPACTED WITH HEAVY MECHANICAL
EQUIPMENT. BACKFILL SHALL BE HAND COMPACTED TO
A MAXIMUM DRY DENSITY OF 90% AS APPROVED BY
THE SOILS ENGINEER.
DO NOT SCALE THE DRAWING
EA
DRAWN
S.B.
CHECKED
S. SHAH
DATE
11-26-07
SCALE
1/2"=1'-0" U.N.O.
JOB NO.
07-35
SHEET
RW1
1 0
OF 1 SHEETS
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10
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Exp.12/31/08 x►
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DRAWN
S.B.
CHECKED
S. SHAH
DATE
11-26-07
SCALE
1/2"=1'-0" U.N.O.
JOB NO.
07-35
SHEET
RW1
1 0
OF 1 SHEETS
1- +.-; ' i moi-.__ 4 _ • - _I .. .._...i __ . .>_
. ._..i. _ } , ,
G i
SATISH SHAH+8 ASSOC Inc.-
r
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t
• • CONSULTING.ENGINEERS
,.Srr ith. Residence
r
oB NO t
— 1`3920 E: CORONADO STREET SUITE 203 j
Site Retaibihg 'Walls
BY 1 S
ANAHEIM, CALIFORNIA92807
-Shah
..P..MONE: (714) 632-1865 FAX: (714)-632 13144_51-425..
MadIS0f1-.Stfeet
__DATE.'
- t r _
E Mail, sshahilic@sbc&bal.net
L t __ . -
La Quinta,• CA
- — I-• --
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~ 33
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SH : t _OF:
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Q OFESS
-
Soils Report:. -' . l ` Southern California,Soil &Testing, Inc.
• 56112 rn
ProjectNo::.0.6.21.025._Exp.
OF' CAL\E
.
Allowable
Allowable S. B::_, . 1,500 psf.
Min. • 12" Embedment.
- - -
-
1/3 increased allowed for Wind & Seismic
t -Loading.
E.F.P.: LEVEL BACKFILL 2:1 BACKFILL
_ t 35 cf/ft._
Restrained 55 pcf/ft._,
- - 250 p- •--1.
_t
}
}
_.__ _ . . _w _
Friction:+µ 0 35
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e
Satish Shah & Assoc., Inc
Title : (1)4' RetainingPage: Z
Consulting Engineers
3920 E. Coronado Street, Ste 203
Job # 07-35
Description....
Dsgnr: S. Shah Date: NOV 21,2007
Anaheim, CA 92807
Bob Smith
PHONE: (714) 632-1865 FAX: (714) 632-1314
51-425 Madison, La Quinta, CA.
Retain
This Wall in
File: S:Wobs 2007107-35 Bob SmithlCalculation
Pro 6.0, 23 -Sep -2002, t ),se9-zoo2
Cantilevered Retaining Wall Design
code: 1997 UBC
Criteria
Soil Data
Footing Dimensions & Strengths
Retained Height = 4.00 ft
Allow Soil Bearing = 1,500.0 psf
Toe Width = 0.50 ft
Wall height above soil = 0.00 ft
Equivalent Fluid Pressure Method
Heel Width = 2.00
Slope Behind Wal = 0.00: 1
Heel Active Pressure = 35.0 psf/ft
Total Footing Widtt = 2.50
Height of Soil over Toe = 6.00 in
Toe Active Pressure = 35.0 psf/ft
Passive Pressure = 250.0 psf/ft
Footing Thickness = 12.00 in
Soil Density = 110.00 pcf
Water height over heel = 0.0 ft
Key Width = 12.00 in
FootingjjSoil Frictior = 0.350
Key Depth = 0.00 in
Wind on Stem = 0.0 psf
P
Soil height to ignore
Key Distance from Toe = 0.83 ft
for passive pressure = 6.00 in
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00 pcf
'
Min. As % _ 0.0012
Cover @ Top 3.00 in @ Btm.= 3.00 in
Design Summary
Stem Construction
Top Stem
Total Bearing Load = 1,325 lbs
OK
Design height ft= Stem0.00
...resultant ecc. = 4.84 in
Wall Material Above "Ht" = Masonry
Soil Pressure @ Toe = 1;043 psf OK
Thickness = 8.00
Soil Pressure @ Heel = 17 psf OK
Rebar Size _, # 4
Allowable = 1,500Rebar
psf
Spacing = 32.00
Soil Pressure Less Than Allowable
=
Rebar Placed at Edge
ACI Factored @ Toe = 1,461 psf
D esig
Design Data
ACI Factored @ Heel = 23 psf
+ fa/Fa = 0.612
Footing Shear @ Toe = 5.6 psi OK
Total Force @ Section lbs = 275.6
Footing Shear @ Heel = 5.5si OK
P
Moment.... Actual ft-# = 372.6
Allowable = 85:0 psi
Moment..... Allowable = 608.4
'
Wall Stability Ratios
Shear..... Actual psi = 4.7
Overturning = 2.58 OK
Shear..... Allowable psi = " 19.4
Sliding = 1.59 OK
Lap Splice if Above in= 20.00
Sliding Calcs (Vertical Component'NOT Used)
Lap Splice if Below i6= 6.00
Lateral Sliding Force = 398.1 lbs
Wall Weight = 84.0
less 67 % Passive Force= - 167.5.lbs
Rebar Depth 'd' in= 5.25,
less 100% Friction Force= -. 463.8 lbs
Masonry Data
Added Force Req'd = 0.0 lbs OK
fm psi= 1,500,
....for 1.5 : 1 Stability = 0.0 lbs OK
Fs Psi = 20,000
Solid Grouting - Yes
Footing Design Results
Special Inspection = No.
Modular Ratio 'n' = 25.78
Toe Heel
Short Term Factor = 1.000
Factored Pressure = 1,461 23 psf
Equiv. Solid Thick. in= 7.60
Mu' : Upward = 296 350 ft-#
Masonry Block Type = Normal Weight
Mu': Downward = 64 929 ft-#
Concrete Data
Mu: Design = 232 580fta#
fc psi=
Actual 1 -Way Shear = 5.05 5.48 psi
Fy psi =
Allow 1 -Way Shear = 85.00 85.00 psi
Other Acceptable Sizes & Spacings f
Toe Reinforcing = None Spec'd
Toe: Not req'd, Mu < S' Fr
Heel Reinforcing = None Spec'd
Heel: Not req'd, Mu < S' Fr
Key Reinforcing = None Spec'd
Key: Not req'd, Mu < S' Fr
. -' ., - •.Y y.,r .... a-. • ._. .. _.. _ •. .. .-_ _... r.... ... .. - .. a -..•...... Y.. .iw.r- ....... ..-........-. . .. u-...•.a .a.i.ss.s.ei..-.-...r.n..
Satish Shah & Assoc., Inc Title (1)-4'Retaining page,
Consulting Engineers Job # 07-35 Dsgnr: S. Shah Date: NOV 21,2007
3920 E. Coronado Street, Ste 203 Description....
Anaheim, CA 92807 Bob Smith
PHONE: (714) 632-1865 FAX: (714) 632-1314 51-425 Madison, La Quinta, CA.
This Wall in File: S:1Jobs 2007107-35 Bob Smith%Calculation
Retain Pro 6.0, 23Sep-2002, (c)1989-2002
Cantilevered Retaining Walt Design Code: 1997 UBC
Summary of Overturninq & Resistinq Forces & Moments
...OVERTURNING.....
Force Distance Moment
.....RESISTING.....
Force Distance
Moment
Item lbs ft ft-#
lbs ft
ft-#
Heel Active,Pressure = 437.5 1.67 729.2
Soil Over Heel =
586.7 1.83
1,075.6
Toe Active Pressure = -39.4 0.50 -19.7
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load, =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil =
Soil Over Toe =_,
Surcharge Over Toe
27.5 0.25
6.9
Stem Weight(s)
. = =
Total 398.1 O.T.M. 709.5
Earth @ Stem Transitions-
336.0 0.83
280.0:
Resisting/Overturning Ratio = 2.58
Footing Weighl
Vertical Loads used for Soil Pressure = 1,325.2 lbs
=
Key Weight =
375.0 1.25
1.33
468.8
Vert. Component
Vertical component of active pressure NOT used for soil pressure
Total =
1,325.2 lbs R.M.=
1,831.2
1
Satish Shah & Assoc:, Inc Title (1)-6' Retaining [PCI] Page:
Consulting Engineers Q PI tj ati -- Job # 07-35 Dsgnr: S. Shah Date: NOV 21,2007
3920 E. Coronado Street, Ste 203 Description....
Anaheim, CA 92807 Bob Smith
PHONE: (714) 632-1865 FAX: (714) 632-1314 51-425 Madison, La Quinta, CA.
This Wall in File: S:Wobs 2007107-35 Bob SmithlCalculation
Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC
Criteria
Soil Data
Footing Dimensions & Strengths
Retained Height = 6.00 ft
Allow Soil Bearing = 1,500.0 psf
Toe Width - 1.25 ft
Wall height above soil = 0.00 ft
Equivalent Fluid Pressure Method
Heel Width = 2.00
Slope Behind Wal = 0.00:1
Heel Active Pressure = 35.0 psf/ft
Total Footing Widtt = 3.25
Height of Soil over Toe = 6.00 in
Toe Active Pressure = 35.0psf/ft
Passive Pressure = 250.0 psf/ft
Footing Thickness = 12.00 in
Soil Density = 110.00 pcf
Water height over heel = 0.0 ft
Key Width = 12.00 in
I.
FootingIlSoil Frictior = 0.350
Key Depth = 12.00 in
Wind on Stem = 0.0 psf
P
Soil height to ignore.
Key Distance from Toe = 1.25 ft
for passive pressure = 6.00 in
fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density 150.00 pcf
Min. As % = 0.0012
Cover @ Top =. 3.00 in @ Btm.= 3.00 in
Design Summary
Stem Construction Top stem
Total Bearing Load = 2,090 lbs
OK
Design height ft = Ste 0.00
resultant ecc. = 6.94 in
Wall Material Above "Ht" = Masonry
Soil Pressure @ Toe = 1,331 psf OK
Thickness = 8.00
Soil Pressure @ Heel = 0 psf OK
Rebar Size = # 6
Allowable = 1psf
Rebar Spacing = 8.00
` Soil Pressure Less Than Allowable
e
Rebar Placed at = Edge
9
'
ACI Factored @ Toe = 1,864 psf
Design Data
ACI Factored @ Heel = 0 psf
fb/FB + fa/Fa
Footing Shear @ Toe = 14.8 psi OK
Total Force @Section lbs = 625.6
Footing Shear @ Heel = 10.5 psi OK
Moment.... Actual ft-# = 1,259.3
Allowable = 85.0 psi
Moment..... Allowable = 1,450.4
Wall Stability Ratios
Shear..... Actual psi = 11.9
Overturning _ 2.10 OK
Shear..... Allowable psi = 19.4
Sliding = 1.51 OK
Lap Splice if Above in= 36.00
Sliding Calcs (Vertical Component NOT Used)
Lap Splice if Below in = 6.00
Lateral Sliding Force = 818.1 lbs
Wall Weight = 84.0
less 67 % Passive Force= - 502.5 lbs
Rebar Depth 'd' in= 5.25
less 100% Friction Force= 731.6 lbs
Masonry Data
Added Force Req'd = 0.0 lbs OK
fm' psi = 1,500
for 1.5 : 1 Stability = 0.0 lbs OK
Fs psi = 24,000
Solid Grouting = s
L.Footing Design Results
Special Inspection = No
Modular Ratio'n' = 25.78
.
Toe Heel'
Short Term Factor = 1.000
Factored Pressure = 1;864 0 psf Equiv. Solid Thick. in= - 7.60
Mu': Upward = 1,589 266 ft-# Masonry Block Type = Normal Weight
Mu': Downward = 288 1,276 ft-# Concrete Data
Mu: Design = 1,301 1,010 ft-# fc psi=
Actual 1-Way Shear = 14.78 10.47 psi Fy psi=
Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings
!
Toe Reinforcing = . None Spec'd
Toe: Not req'd, Mu < S ' Fr
Heel Reinforcing = None Spec'd
Heel: Not req'd, Mu < S ' Fr
Key Reinforcing None Spec'd
r
i7
Key: Not req'd, Mu < S ' Fr
Satish Shah 8: Assoc., Inc
Title (1)-6' Retaining [PC7]
Page:
Consulting Engineers
Job # 07-35 Dsgnr. S. Shah
Date:
NOV 21,2007
3920 E. Coronado Street, Ste 203
Description...:
Anaheim, CA 92807
'Bob Smith
PHONE: (714) 632-1865 FAX: (714) 632-1314
51-425 Madison, La Quinta, CA.
Retain
This Wall in File: S:1Jobs 2007107-35 Bob SmithlCalculation
Pro 6.0, 23sep-2002, (c)1989-2002 Cantilevered Retaining Wall Design
Code: 1997 UBC
Summary of Overturning & Resistincil Forces & Moments
...OVERTURNING.....
Force Distance Moment
.....RESISTING.....
Force Distance
Moment
Item lbs ft ft-#
lbs
ft
ft-#
Heel Active Pressure = 857.5 • 2.33 2,000.8
Soil Over Heel = 880.0
2.58
2,273.3
Toe Active Pressure = -39.4 0.50 -19.7
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load" @ Stem Above Soil =
Soil Over Toe
= gg.g
Surcharge Over Toe _
0.63
43.0
Total 8181 O.T.M.9811 = .. = ,.
Stem Weight(s) 504.0
Earth @ Stem Transitions_
1.58
798.0
" Resisting/Overturning Ratio = 2.10
Footing Weighl
Vertical Loads used for Soil Pressure = 2,090.3 lbs
= 487.5
Key Weight.= 150.0
1.63
1.75
792.2
262.5
. Vert. Component _
Vertical component of active pressure NOT used for soil pressure
Total = 2,090:3 lbs
R.M.=
4,169.0
i
d
Satish Shah & Assoc., Inc
Consulting. Engineers Title (1)-8' Retaining [PCI] Page.e:Job # 07-35 Dsgnr.
S. Shah Date: NOV 21,2007
3920 E. Coronado Street, Ste 203 Description....
Anaheim, CA 92807 P(-0 C ( cte_ Bob Smith -
PHONE: (714) 632-1865 FAX: (714) 632-1314 51-425 Madison, La Quinta, CA.
Retain Pro 6.0, 23 -Sep -2002, (c)1989-2002 This Wall in File: SAJobs 2007107-35 Bob Smith\Calculation
Cantilevered Retaining Wall Design Code: 1997 UBC
Criteria Soil Data Footing Dimensions &Strengths ■
Retained Height =
8.00 ft
Wall height above soil =
0.00 ft
Slope Behind Wal =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Design Summa
Total Bearing Load
= 3,975 lbs
...resultant ecc.
= 4.19 in
Soil Pressure @ Toe
= 1,294 psf OK
Soil Pressure @ Heel
= 472 psf OK
Allowable
= 1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 1,554 psf
ACI Factored @ Heel
= 567 psf
Footing Shear @ Toe
= 18.4 psi OK
Footing Shear @ Heel
= 18.3 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
20.00
Overturning
= 2'.78 OK
Sliding
= 1.59 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 1,417.5 lbs
less 67 % Passive Force= - 863.7 lbs
less 100% Friction Force= - 1,391.3 lbs
Added Force Req'd
= 0.0 lbs OK
for 1.5 : 1 Stability
= 0.0 lbs OK .
Footing Design Results
7
1,500
1,500
Toe Heel'
Factored Pressure =
1,554 567 psf
Mu': Upward =
2,815 1,427 ft-#
Mu': Downward =
574 4,059 ft-#
Mu: Design =
2,241 2,632 ft-#
Actual 1 -Way Shear =
18.44 18.30 psi
Allow `!=Way Shear =
85.00 85.00 psi
Toe Reinforcing =
# 6 @ 43.25 in
Heel Reinforcing =
None Spec'd
Key Reinforcing =
# 4 @ 18.75 in
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel
= 0.0 ft
FootingIlSoil Frictior
= 0.350
Soil height to ignore
fc = -2,500 psi Fy =
for passive pressure
= 6.00 in
Stem Construction
Top Stem
Design height
Stem OK
ft = 3.33
Wall Material Above "Ht"
= Masonry
Thickness
= 8.00
Rebar Size
=, # 4
Rebar Spacing
= 24.00
Rebar Placed at
_ Edge
Toe Width =
1.75 ft
Heel Width =
2.75
Total Footing Widtt =
4.50
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
21.00 in
Key Distance from Toe =
1.75 ft
fc = -2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0012
Cover @ Top = 3.00 in @ Btm.= 3.00 in
2nd
20.00
Stem OK
Lap Splice if Below in=
0.00
6.00
Masonry
- 84.0
12.00
Rebar Depth 'd' in=
# 6
9.00
8.00
Edge
fm psi=
Design Data
fb/FB + fa/Fa =
0.765
0.816
Total Force @ Section lbs =
381.7
1,115.6
Moment.... Actual ft-#=
' ' 594.1
2,985.9
Moment..... Allowable ft-#=
776.1
3,659.9
Shear..... Actual psi =
6.6
12.O.
Shear..... Allowable psi =
19.4
19.4
Lap Splice'if Above in=
20.00
- 36.60
Lap Splice if Below in=
20.00
6.00
Wall Weight psf=
- 84.0
133.0
Rebar Depth 'd' in=
5.25
9.00
Masonry Data
fm psi=
1,500
1,500
Fs psi =
20,000
24,000 Q
Solid Grouting =
Yes
es
Special Inspection =
No
No
Modular Ration' =
25.78
25.78
Short Term Factor =
1.000
1.000.
Equiv. Solid Thick. in=
7.60
11.60
Masonry Block Type = Normal Weight
Concrete Data
fc psi =
Fy psi =
Other Acceptable Sizes & Spacings
>
>
Toe: #4@ 19.75 in, #5@ 30.50
in, #6@ 43.25
in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Heel: #4@ 19.75 in, #5@ 30.50
in, #6@ 43.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Key: #4@ 18.75 in, #5@ 28.75
in, #6@ 40.75
in, #7@ 48.25 in,,
- r .._ w - .. _ .. .-. ...... ........L •..... _....«, _..,.d.:..r r -. r4- - - r. ..aa+rFa .w.L...u.... w........-..v. di
Satish Shah & Assoc., Inc Title (1)-8' Retaining IPC1l Page:
Consulting Engineers Job # 07-35 Dsgnr: S. Shah Dater NOV 21,2007
3920 E. Coronado Street, Ste 203 Description....
Anaheim, CA 92807 Bob Smith
PHONE: (714) 632-1865 FAX: (714) 632-1314 51-425 Madison, La Quinta, CA.
This Wall in File: S:Wobs 2007\07-35 Bob Smith\Calculation
Retain Pro 6.0, 23Sep-2002, (c)1989-2002
Cantilevered Retaining Wall Design Code:1997.UBC
Summary of Overturning & Resisting Forces & Moments
..OVERTURNING.....
Force Distance Moment
RESISTING.....
Force Distance
Moment
Item lbs ft ft-#
lbs
ft
ft-#
Heel Active Pressure = 1,417.5 3.00 4,252.5
Soil Over Heel = 1,540.0
3.63
5,582.5
Toe Active Pressure =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem=
0.00
Load @ Stem Above Soil =
Soil Over Toe
Surcharge Over. Toe = 96.3
0'88
84.2
Total = 1,417.5 O.T.M. = 4,252.5
I'
Stem Weight(s) 835.2
Earth @Stem Transitions= •
2.17
1,813.8
Resisting/Overturning Ratio = 2.78
171 2
Footing Weighl
2 58
442.4
Vertical Loads used for Soil Pressure = 3,975.2 lbs
_
— 675.0
Key Weight = 262.5
2.25
1,518.8
Vert. Component
2.25
590.6
Vertical component of active pressure used for soil pressure
= 395.1
4.50
1,777.8
Total = 3,975.2 lbs
R.M.=
11,810.0
Satish Shah & Assoc., Inc Title : (1)-9-6 Retaining [PC11 Page. ' I
Consulting Engineers Job # 07-35 Dsgnr: S. Shah Date: NOV 21,2007
3920 E. Coronado Street, Ste 203 Description....
Anaheim, CA 92807 Bob Smith
PHONE: (714) 632-1865 FAX: (714) 632-1314 51-425 Madison, La Quinta, CA.
This Wall in File: S:\Jobs 2007\07-35 Bob Smith\Calculation
Retain Pro 6.0, 23 -Sep -2002, (c)1989-2002 Cantilevered Retaining Wall Design Code: 1997 UBC
Retained Height
Wall height above soil
Slope Behind Wal
Height of Soil over Toe
Soil Density
Wind on Stem
= 9.50 ft
0.50 ft
= 0.00 1
6.00 in
110.00 pcf
0.0 psf
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0 psf/ft
Toe Active Pressure
= 35.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel
= 0.0 ft
FootingIlSoil Frictior
= 0.350
Soil height to ignore
= 1,669 psf
for passive pressure
= 6.00 in
Design Summary
2.00 ft
Total Bearing Load
= 5,665 lbs
...resultant ecc.
= 4.11 in
Soil Pressure @ Toe
= 1,415 psf OK
Soil Pressure @ Heel
= 645 psf OK
Allowable
= 1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 1,669 psf
ACI Factored @ Heel
= 761 psf
Footing Shear @ Toe
= 23.9 psi OK
Footing Shear @ Heel
= 24.5 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Rebar Placed at . =
Overturning
= 3.02 OK
Sliding
= 1.55 OK
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= .1,929.4 lbs
less 67 % Passive Force= - 1,005.0 lbs
less 100% Friction Force= - 1,982.9 lbs
Added Force Req'd
= 0.0 lbs OK
.,..for 1.5 : 1 Stability
= 0.0 lbs OK
Footing Design Results
1,575.0
7
Toe Heel'
Factored Pressure =
1,669 .761 psf
Mu': Upward =
4,194 2,808 ft-#
Mu': Downward =
781 7,209 ft-#
Mu: Design =
3,412 4,401 ft-#
Actual 1 -Way Shear =
23.86 24.54 psi
Allow 1 -Way Shear =
• 85.00 85.00 psi
Toe Reinforcing =
# 6 @ 43.25 in
Heel Reinforcing =
# 5 @ 24.00 in
Key Reinforcing =
'i
# 5 @ 28.75 in
Toe Width =
2.00 ft
Heel Width =
3.50
Total Footing Widtl' =
5.50 -
Footing Thickness =
12.00 in
Key Width _
12.00 in
Key Depth =
24.00 in
Key Distance from Toe =
2.00 ft
fc = 2,500 psi Fy =
60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0012
Cover @ Top = 3 00 in @ Btm = 'inn -
Stem Construction
Top Top Stem
'2nd
in
3rd
Design height ft =
Stem OK
- 6.00
Stem OK
3.33
Stem OK
. 0.00
Wall Material Above "Ht" =
Masonry
Masonry
Maso
Thickness =
8.00
12.00
16.00
Rebar Size
# 4
# 4
# 8 I
Rebar Spacing =
32.00
16.00
' 16.0
Rebar Placed at . =
Edge
Edge
Edge .
Design Data
fb/FB + fa/Fa =
0.411
0.661
0.763
Total Force @ Section lbs =
214.4
666.2
1,575.0
Moment.... Actual ft-#=
250.1
1,370.2
5,000.6
Moment..... Allowable ft-# =
608.4
2,074.4
6,550.7
Shear..... Actual psi =
3.6
6.7 _
11.4
Shear..... Allowable psi =
19.4
19.4
19.4
Lap Splice if Above in=
20.00
20.00
48.00
Lap Splice if Below in=
20.00
20.00
8.00
Wall Weight psf =
84.0
133.0
1.75.0
Rebar Depth 'd' in=
5.25
9.00
13.00
MasonryData
fm psi=
1,500
1,500
1,500
Fs psi =
20,000
20,00024,000
Solid Grouting =
Yes
Yes
e
Special Inspection =
No
No
No
Modular Ratio'n' _
25.78
25.78
25.78
Short Term Factor _
1.000
1.000
1.000
Equiv. Solid Thick. in =
7.60
11.60
15.60
Masonry Block Type = Normal Weight
Concrete Data
fc psi =
Fy psi =
Other Acceptable Sizes & Spacings
#
t
Toe: #4@ 19.75 in, #5@ 30.50
in, #6@ 43.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Heel: #4@ 15.50 in, #5@ 24.00
in, #6@ 34.00 in, #7@ 46.50 in, #8@ 48.25 in, #9@ 4
Key: #4@ 18.75 in, #5@ 28.75
in, #6@ 40.75 in, #7@ 48.25 in,
Satish Shah & Assoc., Inc
'
Title " : (1)-9-6 Retaining [PCI]
Page: 7_
Consulting Engineers
Job #• : 07-35
Dsgnr: S. Shah
Date:
NOV 21,2007
3920 E. Coronado Street, Ste 203
Description....
Anaheim, CA 92807
Bob Smith
PHONE: (714) 632-1865 FAX: (714) 632-1314
51-425 Madison, La Quinta, CA.
This Wall in File:
S:Wobs 2007\07-35 Bob Smith%Calculation
Retain Pro 6.0, 23Sep-2002, (c)1989-2002
Cantilevered Retaining
Wall Design
Code: 1997 UBC
Summary of Overturning & Resisting Forces & Moments
OVERTURNING.....
Force Distance Moment
.....RESISTING.....
Force Distance
Moment
Item lbs ft ft-#
lbs
ft
ft-#
Heel Active Pressure = 1,929.4 3.50 6,752.8
Soil Over Heel =
2,264.2
4.42
10,000.1
Toe Active Pressure =
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over Heel = .
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil =
Soil Over Toe
Surcharge Over Toe
110.0
1.00
110.0
Stem Weight(s)
Total 1,929.4 O.T.M.
= 6,752.8
Earth @ Stem Transitions=
1,273.9
2.53
3,225.8
Resisting/Overturning Ratio = 3,02
Footing Weighl
354.6
3.05
1,080.0
Vertical Loads used for Soil Pressure = 5,665.3 lbs -
=
Key Weight =
825.0
300.0
2.75
2.50 '
2,268.8
750.0
Vert. Component
Vertical component of active pressure used for soil pressure
=
587.7
5.50
2,957.5
j;
i
Total =
5,665.3 lbs
R.M.=
20,392.1
C ,
R
'rt "
II
I
t
r
-
SATi,SH SHAH & ASSOC. Inc. Si,YIith (Residence JOB No: 06-3I
CONSULTING ENGINEERS ---- ---- — --- -- ---
-3920 E. CORONADO STREET, SUITE 203 Site/ House Retaining Walls BY: S. Shah
ANAHEIM, CALIFORNIA 92807 ---
PHONE: (714.)652-1865 FAX: (714) 632-1314 _51-425 Madison Street DATE: • 10/13/06
E Mail: sshahinc@sbcglobal.net La QUlnta,- CA SH 1 OF:
Project: "4
Soils Report: Southern California Soil & Testing, Inc.
Project No.: 0621025
W . 56112 rri
Exp.12/31/D6
CIV(\
Allowable S. B.: 1,500 psf. ; FBF CAI.\F R
Min. 12" Embedment. lO I I I O r
1/3 increased allowed for Wind & Seismic 1
Loading.
E.F.P.: LEVEL BACKFILL 2:1 BACKFILL
35 pcf/ft:
Restrained. 55 pcf/ft.
Passive: 250 psf/ft.
Friction: p 0.35
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTIQN
SATISH SHAH & ASSOC. Inc..
CONSULTING ENGINEER
3920 E. Coronado St. Ste 203
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Title : Smith Residence Job # 06-37
Dsgnr: S. Shah Date: 3:12PM, 14 OCT 06
Description : La Quinta, CA
Scope : Site/ House Retaining Walls
User: KW -060912, ver 5.6.1, 25-0ct-2002 Restrained RetainingWall Design Page 1
(c)1983-2002 ENERCALC Engineering Software _s:ljobs 2006106-37 bob smith\calculations%Or6
Description 2' to 4' Wall @ Terrace
Criteria
Retained Height = 6.50 ft
Wall height above soil = 0.17 ft
Total Wall Height = 6.67 ft
Top Support Height = 6.50 ft
Slope Behind Wall = 0.00: 1
Height of Soil over Toe = 30.00 in
Soil Density = 110.00 pcf
Wind on Stem = 0.0 psf
Soil Data
fc = 2,500 psi FY =
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0
Toe Active Pressure
= 35.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
FootingllSoil Friction
= 0.350
Soil height to ignore
12.00 in
for passive pressure
= 24.00 in
Footing Strengths & Dimensions
fc = 2,500 psi FY =
60,000 psi
Min. As % =
0.0012
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 =
12.00 in
Key Distance from Toe =
0.50 ft
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Design Summary
Masonry Stem Construction
Total Bearing Load
= 2,374 lbs
Thickness = 8.00 in fm
= 1,500 psi
Short Term Factor =
1.000
...resultant ecc.
_ 4.00 in
Wall Weight = 84.0 pcf Fs
= 24,000 psi
Equiv. Solid Thick. =
7.600 in
Soil Pressure @ Toe
= 1,491 psf OK
Stem is FREE to rotate at top of footing
n Ratio (Es/Em) =
25.778
Soil Pressure @ Heel
= 235 psf OK
Block Type = Normal Weight
No Special Inspection
Allowable
= 1,500 psf
Solid Grouted
Mmax Between
Soil Pressure Less
Than Allowable
@
Top Support
Top & Base @ Base of Wall
ACI Factored @ Toe
= 2,088 psf
ACI Factored @ Heel
= 329 psf
Stem OK
Stem OK
Stem OK
Footing Shear @ Toe
= 6.5 psi OK
Design height =
Rebar Size =
6.50 ft
#
2.82 ft
0.00 ft
Footing Shear @ Heel
= 18.8 psi OK
Rebar Spacing =
4
16.00 in
# 4
8.00 in
# 4
8.00 in
Allowable
= 85.0 psi
Rebar Placed at =
Center
Edge
Edge
Reaction at Top
= 373.3 lbs
Rebar Depth 'd' =
3.81 in
5.25 in
5.25 in
Reaction at Bottom
= 1,064.2 lbs
Design Data
Sliding Stability Ratio
= 2.06 OK
fb/FB + fa/Fa =
0.000
0.796
0.000
Sliding Calcs
Lateral Sliding Force
= 1,064.2 lbs
Moment.... Actual =
0.0 ft #
916.8 ft #
O.O ft #
less 67 % Passive Force=
- 1,360.9 lbs
Moment..... Allowable =
535.0 ft-#
1,151.5 ft-# 1,151.5 ft-#
less 100% Friction Force=
- 830.8 lbs
Shear Force @ this height =
0.0 lbs
679.2 lbs
Added Force Req'd
= 0.0 lbs OK
Shear..... Actual =
0.00 psi
12.30 psi
....for 1.5 : 1 Stability
= 589.2 lbs NG
Shear..... Allowable =
19.36 psi
19.36 psi
Footing Design Results
Rebar Lap Required =
20.00 in
20.00 in
Toe eel
Rebar embedment into footing
=
6.00 in
Factored Pressure =
2,088 329 psf
Other Acceptable Sizes & Spacings:
Mu': Upward =
Mu': Downward =
432 0 ft-#
132 1,854 ft-#
Toe: None Spec'd
-or- #4@ 16.50 in,
#5@ 25.50 in, #6@ 36.25
in, #7@ 48
Mu: Design =
300 " 1,854 ft-#
Heel: None Spec'd
-or-Not req'd, Mu
< S ' Fr
Actual 1 -Way Shear =
6.53 18.80 psi
Key: No key defined
-or- No key defined
-
Allow 1 -Way Shear =
85.00 85.00 psi
tSATISH SHAH & ASSOC. Inc..
Title : Smith Residence
Job # 06-37
CONSULTING ENGINEER Y
Dsgnr: S. Shah
Date: 3:12PM,
14 OCT 06
3920 E. Coronado St. Ste 203
Description : La Quinta, CA '
Anaheim, CA 92807
Scope : Site/ House Retaining
Walls
PH:(714) 632-1865 FX:(714) 632-1314
560100
Rev:
er: KW -06o912,' .6.1 25-0«-2002 Restrained Retaining
5983 2002 ENERCALC Engineering
Wall Desi n
Page
_ 2
Software
s:4obs 2006106-37 bob
smith\calculations\06
Description 2' to 4' Wall @ Terrace
Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing
Forces acting on footing for overturning, sliding, & soil pressure
Lateral Distance Moment
Overturning Moments... lbs, ' It ft-#
Resisting Moments.,.
Vertical Lateral
Distance
Moment
lbs lbs
ft
ft-#
Stem Shear @ Top of Footing = -679.2 1.00 -679.2
Heel Active Pressure =385.0 0.49 187.9
Surcharge Over Heel =
Sliding Force 1,064.2
Axial Dead Load on Stem =
Overturning Moment = -867.1
Soil Over Toe'. , =
137.5
0.25
34.4
Footing Stability Ratio 3.85
Surcharge Over Toe =
Stem Weight _,
560.3
0.83
466.9
Net Moment Used For Soil Pressure Calculations 791.8 ft-#
Soil Over Heel =
1,132.1
1.96
2,217.0
Footing Weight _
543.8
1.14
620.8
Total Vertical Force =
_ 2,373.6 lbs
Resisting Moment =
3,339.1
r
d
A
SATISH SHAH & ASSOC. Inc..
CONSULTING ENGINEER
3920 E. Coronado St. Ste 203
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Title : Smith Residence Job # 06-37
Dsgnr: S. Shah Date: 3:12PM, 14 OCT 06
Description : La Quinta, CA
Scope : Site/ House Retaining Walls
UsorKW1060912,Ver 5.6.1,25-oct-2002 Restrained Retaining Wall Desi Page 1
(- 983-2002 ENERCALC Engineering Software 9n s:ljobs 2006106-37 bob srrithlcalculauonsl06-
Description 4' to Mall @ Terrace
Criteria Soil Data -
Retained Height =
10.00 ft
Wall height above soil =
0.67 ft
Total Wall Height =
10.67 ft
Top Support Height =
10.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
30.00 in
Soil Density =
110.00 pcf
Allow Soil Bearing = 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0
Toe Active Pressure
= 35.0
Passive Pressure
= 250.0
Water height over heel
1 0.0 ft
FootingIlSoil Friction
= 0.350
Soil height to ignore
Footing Thickness =
for passive pressure
= 24.00 in
Footing Strengths & Dimensions
fc = 2,500 psi Fy =
60,000 psi
Min. As % =
0.0012
Toe Width =
1.00 ft
Heel Width =
3.75
Total Footing Width =
4.75
Footing Thickness =
12.00 in
Key Width =
12.00 in
Key Depth =
15.00 in
Key Distance from Toe =
1.00 ft
Wind on Stem
= 0.0 psf
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Design Summary
Il
Masonry Stem Construction
Total Bearing Load
...resultant ecc.
= 5,589 lbs
= 2.14 in
Thickness = 12.00 in fm
= 1,500 psi
Short Term Factor = 1.000
Wall Weight = 133.0 pcf Fs
= 24,000 psi
Equiv. Solid Thick. = 11.620 in
Soil Pressure @ Toe
= 1,442 psf OK
Stem is FREE to rotate at top of footing
n Ratio (Es/Em) = 25.778
Soil Pressure @ Heel
= 911 psf OK
Block Type = Normal Weight
No Special Inspection
Allowable
= 1,500 psf
Solid Grouted
Soil Pressure Less Than Allowable
@Top
Support
Mmax Between
Top &Base
@Base of Wall
ACI Factored @Toe
= 2,019 psf
ACI Factored @ Heel
= 1,275 psf
Stem OK
Stem OK
Stem OK
Footing Shear @ Toe
= 13.2 psi OK
Design height =
Rebar Size =
10.00 ft
#
4.26 ft
0.00 ft
Footing Shear @ Heel
Allowable
= 47.2 psi OK
= 85.0 psi
Rebar Spacing =
4
16.00 in
# 6
8.00 in
# 6
8.00 in
Reaction at Top
= 907.6 lbs
Rebar Placed at =
Center
Edge
Edge
Reaction at Bottom
= 2,310.6 lbs
Rebar Depth 'd' =
5.75 in
9.00 in
9.00 in
Design Data
Sliding Stability Ratio
= 1.52 OK
fb/FB + fa/Fa =
0.000
0.950
0.000
Sliding Calcs
Lateral Sliding Force
2,310.6 lbs
Moment....Actual =
0.0 ft-#
3,475.8 ft-#
0.0 ft-#
less 67 % Passive Force=
- 1,554.6 lbs
Moment..... Allowable =
1,050.0 ft-#
3,659.9 ft-#
3,659.9 ft-#
less 100% Friction Force=
- 1,956.2 lbs
Shear Force @ this height =
0.0 lbs
1,733.1 lbs
Added Force Req'd
= 0.0 lbs OK
Shear..... Actual =
0.00 psi
18.61 psi
....for 1.5 : 1 Stability
= 589.2 lbs NG
Shear..... Allowable =
19.36 psi
19.36 psi
Footing Design Results
Rebar Lap Required =
20.00 in
30.00 in
Toe eel
Rebar embedment into footing
=
6.00 in
Factored Pressure =
2,019 1,275 psf
Other Acceptable Sizes & Spacings:
Mu': Upward =
Mu': Downward =
1,527 0 ft-#
465 0 ft-#
Toe: None Spec'd
-or- #4@ 16.50 in,
#5@ 25.50 in, #6@ 36.25 in, #7@ 48
Mu: Design =
1,062 7,229 ft-#
Heel:# 5 @ 16.00 in
-or- Not req'd, Mu
< S " Fr
Actual 1 -Way Shear =
13.19 47.18 psi
Key: No key defined
-or- No key defined
Allow 1 -Way Shear =
85.00 85.00 psi
SATISH SHAH & ASSOC. Inc..
Title: Smith Residence
Job # 06-37 '
CONSULTING ENGINEER
Dsgnr: S. Shah
Date: 3:12PM, 14 OCT 06
392.0 E. Coronado St. Ste 203
Description : La Quinta, CA
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Scope : Site/ House Retaining Walls
Rev: 560100
user: KW -06M12, Ver 5.6.1, 25 -Oct -2002 Restrained RetainingWall
( 983-2002 ENERCALC Engineering SoftwaresAjobs
Design
Pae
g
2
2006106-37 bob smilMcalculations\o6-
Description 4' to 8' Wall @ Terrace
• Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing
Forces acting on footing for overturning, sliding, & soil pressure
'' Lateral Distance Moment
Overturning Moments... lbs ft ft-#'
Resisting Moments.:.
Vertical Lateral Distance
Moment
lbs lbs ft `
ft -#
Stem Shear @ Top of Footing = -1,733.1 1.00 -1,733.1
Heel Active Pressure = -577.5 0.49 -284.2
Surcharge Over Heel =
d Sliding Force = 2,310.6
Axial Dead Load on Stem
-
Overturning Moment = -2,017.2
Soil Over Toe =
275.0 0.50
137.5
Footing Stability Ratio 7.09
Surcharge Over Toe =
-
Stem Weight =
1,419.1 1.50
2,128.7
Net Moment Used For Soil Pressure Calculations 998.8 ft-#
Soil Over Heel =
3,025.0 3.38
10,209.4
Footing Weight =
870.0 2.09
1,817.1
Total Vertical Force =
5,589.1 lbs
Resisting Moment =
14,292.6
i
SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37
CONSULTING ENGINEER Dsgnr: S. Shah Date: 3:12PM, 14 OCT 06
3920 E. Coronado St. Ste 203 Description : La Quinta, CA
Anaheim, CA 92807 Scope: Site/ House Retaining Walls
PH:(714) 632-1865 FX:(714) 632-1314
Rev: 560100 Page 1 j
User: 3-2002 EN . CALC.t, 25 -Oct -2002 Restrained Retaining Wall Desi n '
(c)5983-2002 ENERCALC Engineering Software s:ljobs 2006\06-37 bob smith\caicwlations106-
Description 8' Wall @ Covered Patio
off M. Bdrm.
Criteria
-
Retained Height = 10.50 ft
Wall height above soil = 0.17 ft
Total Wall Height = 10.67 ft
Top Support Height = 10.00 ft
Slope Behind Wall = 0.00: 1
Height of Soil over Toe = 30.00 in '
Soil Density = 110.00 pcf
Wind on Stem = 0.0 psf
Soil Data
fc = 2,500 psi Fy =
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0
Toe Active Pressure
= 35.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft .
FootingllSoil Friction
= 0.350
Soil height to ignore
18.00 in
for passive pressure
= 24.00 in
Footing Strengths & Dimensions
fc = 2,500 psi Fy =
60,000 psi
Min. As % =
0.0012
Toe Width =
1.00 ft
Heel Width' =
3.75
Total Footing Width =
4.75
Footing Thickness
12.00 in
Key Width =
12.00 in
Key Depth =
18.00 in
Key Distance from Toe =
1.00 ft
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Design Summary Masonry Stem Construction
Total Bearing Load = 5,777 lbs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000
...resultant ecc. = 2.18 in Wall Weight = 133.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in
Soil Pressure @ Toe
= 1,495 psf OK
Soil Pressure @ Heel
= 937 psf OK
Allowable
= 1,500 psf
Soil Pressure Less Than Allowable
ACI Factored. @ Toe
= 2,093 psf
ACI Factored @ Heel
1,312 psf
Footing Shear @ Toe
= 13.9 psi OK
Footing Shear @ Heel
= 49.3 psi OK
Allowable
= 85.0 psi
Reaction at Top
= 1,052.0 lbs
Reaction at Bottom
= 2,475.5 Itis
Sliding Stability Ratio
= 1.53 OK
Sliding Calcs
Lateral Sliding Force
= 2,475.5 Itis
less 67 % Passive Force= - 1,758.8 lbs
less 100% Friction Force= - 2,021.8 lbs
Added Force Req'd
= 0.0 lbs OK
....for 1.5 : 1 Stability
= 589.2 lbs NG
Footing Design Results
oe eel
Factored Pressure =
2,093 1,312 psf
Mu': Upward =
1,582 0 ft-#
Mu': Downward =
465 0 ft-#
Mu: Design =
1,, 117 7,229 ft-#
Actual 1 -Way Shear =
13.88 49.26 psi
Allow 1 -Way Shear =
85.00 85.00 psi
Stem is FREE to rotate at top of footing n Ratio (Es/Em) = 25.778
Block Type = Normal Weight No Special Inspection
Solid Grouted
Design height
Rebar Size
Rebar Spacing
Rebar Placed at
Rebar Depth 'd'
Design Data
fb/FB + fa/Fa
Moment.... Actual
Moment ..... Allowable
Shear Force @ this height
Shear..... Actual
Shear..... Allowable
@ Top Support
Mmax Between
Top & Base
@ Base of Wall
Stem OK
Stem OK
Shear NG!
_. 10.00 ft
4.30 ft
0.00 ft
_ # 4
# 7
# 5
= 24.00 in
8.00 in
8.00 in
= Center
Edge
Edge
= 5.75 in
9.00 in
9.00 in
Rebar Lap Required =
Rebar embedment into footing
0.001
0.951
1.1 ft-#
3,812.0 ft-#
898.3 ft-#
4,007.1 ft-#
0.0 lbs
0.00 psi
19.36 psi
20.00 in
35.00 in
Other Acceptable Sizes & Spacings:
Toe: None Spec'd -or-
Heel:# 5 @ 15.25 in -or-
Key: No key defined -or-
0.000
0.0 ft-#
3,274.4 ft-#
1,870.5 Itis
19.68 psi
19.36 psi
7.00 in
#4@ 16.50 in, #5@ 25.50 in, #6@ 36.25 in, #7@ 48
Not req'd, Mu < S ' Fr
No key defined
' LATISH SHAH & ASSOC. Inc..
Title : Smith Residence
Job # 06-37
CONSULTING ENGINEER
Dsgnr: S. Shah
Date: 3:12PM,
14 OCT 06
.
3920 E. Coronado St. Ste 203
Description : La Quinta, CA
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Scope: Site/ House Retaining Walls
83-2002 ENERCALC Engineering
[ Rev, 560100 ; ,,-_r:KW0609,2.Ver5.6.,,25-oct-2002 Restrained'Retainin Wall Desi n
Page
2
Software
slobs 2006106-37 bob smithlcalculations106-
Description 8' Wall @ Covered Patio
off M.Bdrm.
_Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing
Forces acting on footing for overturning, sliding, & soil pressure
Lateral Distance Moment
Overturning Moments... lbs ft ft-#
Resisting Moments...
Vertical Lateral
Distance
Moment
lbs lbs
ft
ft-#
Stem Shear @ Top of Footing = -1,870.5 1.00 A,870.5
Heel Active Pressure = -605.0 0.49 -297.9
Surcharge Over Heel _
Sliding Force = 2,475.5
Axial Dead Load on Stem =
Overturning Moment = -2,168.4
Soil Over Toe =
275.0
0.50
137.5
Footing Stability Ratio 6.84
Surcharge Over Toe =
Stem Weight =
1,419.1
1.50
2,128.7
Net Moment Used For Soil Pressure Calculations 1,048.5 ft-#
Soil Over Heel =
3,176.3
3.38
10,719.8
Footing Weight =
906.3
2.05
1,853.3
Total Vertical Force _
5,776.6 lbs
a
Resisting Moment =
14,839.3
A
y
SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37
CONSULTING ENGINEER Dsgnr: S. Shah Date: 3:13PM, 14 OCT 06
3920 E. Coronado St. Ste 203 Description : La Quinta, CA
Anaheim, CA 92807 Scope : Site/ House Retaining Walls
PH:(714) 632-1865 FX:(714) 632-1314
Rev: 560100 -_--"- --- -1
User: KW -060912, ver 5.6.1, 25 -Oct -2002 Restrained RetainingWall Desi Page 1
(01983.2002 ENERCALC Engineering softwaren s:tjoos 2006106-37 bob smithtcaiculationsV06-
Description 6' Wall @ Entry Stair
Criteria
Retained Height = 6.00 ft
Wall height above soil = 3.00 ft
Total Wall Height I = 9.00 ft
Top Support Height = 6.00 ft
Slope Behind Wall = 0.00': 1
Height of Soil over Toe = 18.00 in
Soil Density = 110.00 pcf
Footing Strengths & Dimensions
fc = 2,500 psi Fy =
Soil Data
Min. As % =
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0
Toe Active Pressure
- 35.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
FootingljSoil Friction
= 0.350
Soil height to ignore
0.00 ft
for passive pressure
= 0.00 in
Footing Strengths & Dimensions
fc = 2,500 psi Fy =
60,000 psi
Min. As % =
0.0012
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
Wind on Stem =
0.0 psf
1,137 psf
Cover @ Top = 3.00 in @ Btm.=
3.00 in
Design Summary
3.6 psi OK
Masonry Stem Construction
11.1 psi OK
Allowable =
Total Bearing Load =
...resultant ecc. =
2,302 lbs _
0.59 in
Thickness = 12.00 in fm =
1,500 psi Short Term Factor =
1.000
.
3.56
Wall Weight = 133.0 pcf Fs =
24,000 psi Equiv. Solid Thick. =
11.620 in
Soil Pressure @ Toe =
812 psf OK
Stem is FREE to rotate at top of footing
n Ratio (Es/Em) =
25.778
Soil Pressure @ Heel =
1,030 psf OK
Block Type = Normal Weight
No Special Inspection
Moment =
Allowable -
1 500 f
Solid Grouted
-
Soil Pressure Less Than Allowables
ACI Factored @ Toe =
1,137 psf
ACI Factored @ Heel =
1,441 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
11.1 psi OK
Allowable =
85.0 psi
Reaction at Top =
326.7 lbs
Reaction at Bottom =
981.4 lbs
Sliding Calcs Slab Resists All Slidingg !
Lateral Sliding Force = 98i.4 lbs
Footing Design Results
Design height
Rebar Size
Rebar Spacing
Rebar Placed at
Rebar Depth 'd'
Design Data
fb/FB + fa/Fa
Moment.... Actual
Moment..... Allowable
Shear Force @ this height
Shear..... Actual
Shear..:.. Allowable
@ Top Support
Toe
feel
Factored Pressure =
1,137
1,441 psf
Mu' : Upward =
328
0 ft-#
Mu': Downward =
124
886 ft-#
Mu: Design =
204
886 ft-#
Actual 1 -Way Shear. =
3.56
11.12 psi
Allow 1 -Way Shear =
85.00
85.00 psi
Design height
Rebar Size
Rebar Spacing
Rebar Placed at
Rebar Depth 'd'
Design Data
fb/FB + fa/Fa
Moment.... Actual
Moment..... Allowable
Shear Force @ this height
Shear..... Actual
Shear..:.. Allowable
@ Top Support
Mmax Between
Top 8: Base
@ Base of Wall
Stem OK
Stem OK
Stem OK
= 6.00 ft
2.55 ft
0.00 ft
_ # 4
# 4
# 4
= 24.00 in
24.00 in
24.00 in
= Center
Edge
Edge
= 5.75 in
9.00 in
9.00 in
Rebar Lap Required =
Rebar embedment into footing
0.000
0.446
0.0 ft-#
750.8 ft-#
898.3 ft-#
1,682.4 ft-#
0.0 lbs
Surcharge Over Heel = lbs
0.00 psi
ft-#
19.36 psi
ft
20.00 in
20.00 in
Other Acceptable Sizes & Spacings:
Toe: None Spec'd -or-
Heel: None Spec'd -or
Key: No key defined -or-
0.000
0.0 ft-#
1,682.4 ft-#
623.9 lbs
6.15 psi
19.36 psi
6.00 in
#4@ 16.50 in, #5@ 25.50 in, #6@ 36.25 in, #7@ 48
Not req'd, Mu < S ' Fr
No key defined
Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel = lbs
ft
ft-#
Axial Dead Load on Stem = lbs
ft
ft_#
Soil Over Toe = 82.5lbs
0.25 ft
20:6ft-#
Surcharge Over Toe = lbs
ft
ft-#
Stem Weight = 1,197.Olbs
1.00 ft
1,197.0ft-#
Soil Over Heel 660.Olbs
2.00 ft
1,320.0ft-#
Footing Weight = '362.5lbs
1.25 ft
453Aft-#
Total Vertical Force = 2,302.Olbs
Moment =
2,990.8ft-#
Net Moment Used For Soil Pressure Calculations
-113.3 ft-#
-
SATISH SHAH & ASSOC. Inc..
CONSULTING ENGINEER
3920 E. Coronado St. Ste 203
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Title : Smith Residence Job # 06-37
Dsgnr: S. Shah Date: 3:13PM, 14 OCT 06
Description : La Quinta, CA
Scope : Site/ House Retaining Walls
User: Kw-0609'2.Ver 5.6.1.25-°ct-2002Restrained Retainin Wall Desi n Page 1
(c)1983-2002 ENERCALC Engineering Software s:yobs 2006106-37 bob smith\calculations\06- B
Description 6' to 9' Wall @ Entry Stair
Criteria
Retained Height = 9.00 ft
Wall height above soil = 3.00 It
Total Wall Height = 12.00 ft
Top Support Height =
9.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
CSoil Data
fc = 2,500 psi Fy =
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0
Toe Active Pressure
= 35.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
FootingllSoil Friction
= 0.350
Soil height to ignore
0.00 in
for passive pressure
= 0.00 in
Footing Strengths & Dimensions
fc = 2,500 psi Fy =
60,000 psi
Min. As % =
0.0012
Toe Width =
1.00 It
Heel Width =
3.00
Total Footing Width =
4.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Design Summary Masonry Stem Construction
Total Bearing Load = 4,211 lbs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000
...resultant ecc. = 3.13 in Wall Weight = 133.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in
Soil Pressure @ Toe =
640 psf OK
Soil Pressure @ Heel =
1,465 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
897 psf
ACI Factored @ Heel =
2,051 psf
Footing Shear @ Toe =
7.4 psi OK
Footing Shear @ Heel =
31.3 psi OK
Allowable =
85.0 psi
Reaction at Top =
742.4 lbs
Reaction at Bottom =
2,003.2 lbs
Sliding Calcs Slab Resists All Sliding I
Lateral Sliding Force = 2,003.2 lbs
Footing Design Results
Stem OK
Design height
Toe
eel
Factored Pressure =
897
2,051 psf
Mu': Upward =
794
0 ft-#
Mu': Downward =
224
4,040 ft-#
Mu: Design =
570
4,040 ft-#
Actual 1 -Way Shear =
7.39
31.29 psi
Allow 1 -Way Shear =
85.00
85.00 psi
Stem Is FREE to rotate at top of footing n Ratio (Es/Em) = 25.778
Block Type = Normal Weight No Special Inspection
Solid Grouted
@ Top Support
Design Data
fb/FB + fa/Fa =
Moment.... Actual =
Moment..... Allowable =
Shear Force @ this height =
Shear..... Actual =
Shear..... Allowable =
Rebar Lap Required =
Rebar embedment into footing
Mmax Between
Top & Base
Stem OK
3.80 ft
# 6
16.00 in
Edge
9.00 in
0.000
Stem OK
Design height
= 9.00 ft
Rebar Size
= # 4
Rebar Spacing
= 24.00 in
Rebar Placed at
= Center
Rebar Depth 'd'
= 5.75 in
Design Data
fb/FB + fa/Fa =
Moment.... Actual =
Moment..... Allowable =
Shear Force @ this height =
Shear..... Actual =
Shear..... Allowable =
Rebar Lap Required =
Rebar embedment into footing
Mmax Between
Top & Base
Stem OK
3.80 ft
# 6
16.00 in
Edge
9.00 in
0.000
0.883
0.0 ft-#
2,571.7 ft-#
898.3 ft-#
2,911.7 ft-#
0.0 lbs
lbs
0.00 psi
ft-#
19.36 psi
55.Olbs
20.00 in
30.00 in
Other Acceptable Sizes & Spacings:
Toe: None Spec'd -or-
Heel:# 4 @ 19.75 in -or-
Key: No key defined -or-
@ Base of Wall
Stem OK
0.00 ft
# 5
8.00 in
Edge
9.00 in
0.000
0.0 ft-#
3,274.4 ft-#
1,480.7 lbs
15.58 psi
19.36 psi
6.00 in
#4@ 16.50 in, #5@ 25.50 in, #6@ 36.25 in, #7@ 48
Not req'd, Mu < S ' Fr
No key defined
Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel =
lbs
ft
ft-#
Axial Dead Load on Stem =
lbs
ft
ft-#
Soil Over Toe =
55.Olbs
0.50 ft
27.5ft-#
Surcharge Over Toe =
lbs
ft
ft-#
Stem Weight =
1,596.Olbs
1.50 It
2,394.Oft-#
Soil Over Heel =
1,980.Olbs
3.00 ft
5,940.0ft-#
Footing Weight =
. 580.Olbs
2.00 ft
1,160.Oft-#
Total Vertical Force =
4,211.0lbs
Moment =
9,521.5ft-#
Net Moment Used For Soil Pressure Calculations -1,099.5 ft-#
'SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06-37
CONSULTING ENGINEER Dsgnr: S. Shah Date: 3:51 PM, 14 OCT 06
3920 E. Coronado St. Ste 203 Description : La Quinta, CA
Anaheim, CA 92807 Scope : Site/ House Retaining Walls
PH:(714) 632-1865 FX:(714) 632-1314
Rev:560100 - - --"- ------
User: KW -060912, Ver 5.6.1, 25-Oct-2002Restrained Retainin Wall Desi Page 1
(c)1983.2002 ENERCALC Engineering software n s:\jobs 2006\06-37 bob smith\calculations\06-
ra,nvrt s®®
Description 6' to 9' Wall @ Entry Stair
Criteria
Retained Height = 9.00 ft
Wall height above soil = 3.00 ft
Total Wall Height = 12.00 ft
Top Support Height =
9.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Soil Data
fc = 2,500 psi Fy =
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0
Toe Active Pressure
= 35.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
FootingllSoil Friction
= 0.350
Soil height to ignore
0.00 in
for passive pressure
= 0.00 in
Footing Strengths & Dimensions -
fc = 2,500 psi Fy =
60,000 psi
Min. As % =
0.0012
Toe Width =
1.00 ft
Heel Width =
3.00
Total Footing Width =
4.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Design Summary
lbs
ft
Toe
Reel
Factored Pressure =
Masonry Stem Construction
2,051 psf
Mu': Upward =.
794
Total Bearing Load =
...resultant ecc. =
4,211 lbs
3.13 in
Thickness = 12.00 in fm
= 1,500 psi
Short Term Factor
= 1.000
4,040 ft-#
Actual 1 -Way Shear =
Wall Weight = 133.0 pcf Fs
= 24,000 psi
Equiv. Solid Thick.
= 11.620 in
Soil Pressure @ Toe =
640 psf OK
Stem is FREE to rotate at top of footing
=
n Ratio (Es/Em)
= 25.778
Soil Pressure @ Heel =
1,465 psf OK
Block Type = Normal Weight
9,521.5ft-#
No Special Inspection
-or- #4@ 17.00 in, #5@ 26.25 in, #6@ 37.25 in, #7@ 48
Allowable =
1,500 psf
Solid Grouted
Soil Pressure Less Than Allowable
@ Top Support
Mmax Between
Top & Base @
Base of Wall
ACI Factored @ Toe =
897 psf
ACI Factored @ Heel =
2,051 psf
Stem OK
Stem OK
Stem OK
Footing Shear @Toe =
7.4 psi OK
Design height =
Rebar Size =
9.00 ft
#
3.80 ft
0.00 ft
Footing Shear @ Heel =
Allowable =
31.3 psi OK
85.0 psi
Rebar Spacing =
4
24.00 in
# 6
16.00 in
# 5
8.00 in
Reaction at Top =
742.4 lbs
Rebar Placed at =
Center
Edge
Edge
,Reaction at Bottom =
2,003.2 lbs
Rebar Depth 'd' =
5.75 in
9.00 in
9.00 in
Sliding Calcs Slab Resists All Sliding I
Lateral Sliding Force = 2,003.2 lbs
Footing Design Results
lbs
ft
Toe
Reel
Factored Pressure =
897
2,051 psf
Mu': Upward =.
794
0 ft-#
Mu': Downward =
224
4,040 ft-#
Mu: Design =
570
4,040 ft-#
Actual 1 -Way Shear =
7.39
31.29 psi
Allow 1 -Way Shear =
85.00
85.00 psi
Design Data
lbs
ft
fb/FB + fa/Fa =
0.000 0.883
0.000
Moment.... Actual =
0.0 ft-# 2,571.7 ft-#
0.0 ft-#
Moment..... Allowable =
898.3 ft-# 2,911.7 ft-#
3,274.4 ft-#
Shear Force @ this height =.
0.0 lbs
1,480.7 lbs
Shear..... Actual =
0.00 psi
15.58 psi
Shear..... Allowable =
19.36 psi
19.36 psi
Rebar Lap Required =
20.00 in 30.00 in
5,940.Oft-#
Rebar embedment into footing
=
6.00 in
Other Acceptable Sizes & Spacings:
Total Vertical Force =
Toe: None Spec'd
-or- Not req'd, Mu < S ' Fr
9,521.5ft-#
Heel:# 4 @ 19.75 in
-or- #4@ 17.00 in, #5@ 26.25 in, #6@ 37.25 in, #7@ 48
Key: No key defined
-or- No key defined
Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footin
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel =
lbs
ft
ft-#
Axial Dead Load on Stem =
lbs
ft
ft-#
Soil Over Toe =
55.Olbs
0.50 ft
27.5ft-#
Surcharge Over Toe =
lbs
ft
ft-#
Stem Weight =
1,596.Olbs
1.50 ft
2,394.Oft-#
Soil Over Heel =
1,980.Olbs
3.00 ft
5,940.Oft-#
Footing Weight =
580.Olbs
2.00 ft
1,160.Oft-#
Total Vertical Force =
4.211.0lbs
Moment =
9,521.5ft-#
Net Moment Used For Soil Pressure Calculations -1,099.5 ft -#J
r
SATISH SHAH & ASSOC, Inc.. Title `. Smith Residence Job # 06-37
CONSULTING ENGINEER Dsgnr: S. Shah Date: 3:13PM, 14 OCT 06
3920 E. Coronado St. Ste 203 Description : La Quinta, CA
Anaheim, CA 92807 Scope : Site/ House Retaining Walls
PH:(714) 632-1865 FX:(714) 632-1314
Rev: 560100 ---- _
User: KW -060912, ver 5.6.1. 25 -Oct -2002 Cantilevered RetainingWall Design Page 1
(c)1983-2002 ENERCALC Engineering Softwares:\jobs 2006\0637 bob smithlcaicWations\O6-
® ms
Description 9 Wall @ Entry/. Breakfast
Criteria
= 35.0
Retained Height =
9.00 ft
Wall height above soil =
0.33 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
18.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Soil Data
Allow Soil Bearing = 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
FootingllSoil Friction
= 0.350
Soil height to ignore
12.00 in
for passive pressure
= 0.00 in
Footing Strengths & Dimensions
fc = 2,500 psi Fy =
60,000 psi
Min. As % =
0.0014
Toe Width =
3.00 ft
Heel Width =
1.75
Total Footing Width =
4775 -
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth _
0.00 in
Key Distance from Toe =
0.00 ft
Footing Design Results
psi= 1,500
1,500
Toe
Heel
Cover @ Top = 3.00 to @ Btm.= 3.00 in
Design Summary
145 psf
Stem Construction
= 6,466
Top Stem
2nd
3rd
Total Bearing Load =
3,584 lbs
Desi n hei ht
9 9
ft =
Stem OK
5.33
Stem OK
2.67
Stem OK
0.00
...resultant ecc. =
7.86 in
Wall Material Above "Ht"
=
Masonry
Masonry
Masonry
Soil Pressure @Toe =
1,379 psf OK
Thickness
=
8.00
8.00
12.00
Soil Pressure @ Heel =
130 psf OK
Rebar Size
=
# 4
# 5
# 7
Allowable =
1,500 psf
Rebar Spacing
=
32.00
16.00
16.00
Soil Pressure Less Than
Allowable
Rebar Placed at
=
e
Edge
Edge
Edge
ACI Factored @ Toe =
1,543 psf
esig
Design Data
esig+
ACI Factored @ Heel =
145 psf
fa/Fa
=
o.a17
0.699
0.656
Footing Shear @ Toe =
19.4 psi OK
Total Force @ Section
lbs=
235.7
701.2
1,417.5
Footing Shear @Heel =
19.9 psi OK
Moment.... Actual
ft-#=
288.3
1,479.5
4,252.5
Allowable =
• 85.0 psi
Moment..... Allowable
ft-#=
692.3
2,115.9
6,477.9.
Wall Stability Ratios
Shear..... Actual
psi =
4.0
12.5
14.9
Overturning =
2.06 OK
Shear..... Allowable
psi =
19.4
38.7
38.7
Sliding =
1.16 Ratio < 1.5!
Bar.Develop ABOVE Ht.
in =
24.00
30.00
42.00
Sliding Calcs Slab Resists All Sliding !
Bar Lap/Hook BELOW Ht. in =
24.00
30.00
8.80
Lateral Sliding Force
1,750.0 lbs
Wall Weight
psf=
84.0
84.0
133.0
Rebar Depth 'd'
in =
5.25
5.25
9.00
Masonry Data
Footing Design Results
psi= 1,500
1,500
Toe
Heel
Factored Pressure
= 1,543
145 psf
Mu': Upward
= 6,466
0 ft-#
Mu': Downward
= 2,329
1,420 ft-#
Mu: Design
= 4,137
1,420 ft-#
Actual.l-Way Shear
= 19.43
19.86 psi
Allow 1 -Way Shear
= 85.00
85.00 psi
Toe Reinforcing
= None Spec'd
in = . 7.60
Heel Reinforcing
= None Spedd
Masonry Block Type =
Key Reinforcing
= None Spec'd
fm
psi= 1,500
1,500
1,500
Fs
psi= 24,000
24,000
24,000
Solid Grouting
= Yes
Yes
Yes
Special Inspection
= No
Yes
Yes
Modular Ratio 'n'
= 25.78
25.78
25.78
Short Term Factor
= 1.000
1.000
1.000
Equiv. Solid Thick.
in = . 7.60
7.60
11.62
Masonry Block Type =
Normal Weight
Concrete Data
fc psi =
Fy psi =
Other Acceptable Sizes & Spacings
Toe: #4@ 16.50 in, #5@ 25.50 in, #6@ 36.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4
Heel: Not req'd, Mu < S ' Fir
Key: No key defined
:SATISH SHAH & ASSOC. Inc..
Title : Smith Residence
.fob # 06-37
CONSULTING ENGINEER
Dsgnr: S. Shah
Date: 3:13PM, 14 OCT 06
3920 E. Coronado St. Ste 203
Description : La Quinta, CA
Anaheim; CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Scope: Site/ House Retaihing Walls
Rev: 560500 -----"'
-
,A,
User: KW.060912, Ver 5.6.1, 25 -Oct -2002 Cantilevered Retainin Ytlall Desi n
983-2002 ENERCALC Engineering
(c)",983-2002
Page 2
Software
R {1111l1
s:ljobs 2006106-37 bob smithlcalculations106-'
Description 9' Wall @ Entry/ Breakfast
Summary of Overturning & Resisting Forces 8, Moments
.....OVERTURNING.....
Force Distance Moment
Item
.....RESISTING.....
Force
Distance
Moment
lbs ft ft #
lbs
ft
ft-#
Heel Active Pressure = 1,750.0 3.33 5,833.3
Soil Over Heel =
742.5
4.38
3,248.4
Toe Active Pressure =
Sloped Soil Over Heel _
Surcharge Over Toe =
Surcharge Over Heel _
Adjacent Footing Load _
Adjacent Footing Load =
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil =
Soil Over Toe =
495.0
1.50
742.5
SeismicLoad =
Surcharge Over Toe =
Total = 1,750.0 O.T.M. = 5,833.3
Stem"Weight(s) =
Earth @ Stem Transitions=
914.6
232.1
3.40
3.83
3,107.7
889.7
Resisting/Overturning Ratio = 2.06
Footing Weight =
712.5'
2.38
1,692.2
Vertical Loads used for Soil Pressure = 3,584.4 lbs
Key Weight =
Vertical component of active pressure used for soil pressure
Vert. Component =
487.7
4.75
2,316.7
Total =
3,584.4 lbs
R.M.=
11,997.3
SATISI-I SHAH & ASSOC. Inc. 606 a_M./TIJ
CONSULTING ENGINEERS _ JOB No:
3920 E. CORONADO STREET, SUITE 203 / {'q0 E/ BY:
ANAHEIM, CALIFORNIA 92807 — —
PHONE: (714) 632-1865 FAX: (714) 632-1314 DATE:
E Mail: sshahinc@sbcglobal.net SH: OF:
SMrv lAt o
UR1411 ) AL . A-Pn,V-0 ✓ 0
G 4 CG -s - C . -41-
U GTU R -AL C,p. i.1 S ( L— 1 nh-5 , l 06
L f e 2.Iry x • = 2 43
pAr
I«
II
USE . 2 .✓ SpLtrn Gt- c,?!
A- SLS r -A( C -A
FA c T -01 -A - t
3 -T l r""b t,(. +f -r
Ca-) .3 -rites G ilio G .7WP
. SATISH SHAH & ASSOC. Inc..
24,000.00 psi
Title:
Job #
CONSULTING (ENGINEER
1.90 k
Dsgnr:
Date: 3:52PM, 16 OCT 06
3920 E. Coronado St. Ste 203
0.60 k
Description
0.000 ft
Anaheim, CA 92807
2.000 in
Load Type
Seismic
Load Type
Floof
Scope
416.7
PH:(714) 632-1865 FX:(714) 632-1314
283.8 3.75
Wind Load
0.00 psf
Rev: 560100
User: KW-°6°912,Ver 5.6.1,25-0°t-2002
(c)1983-2002 ENERCALC Engineering
Meson Column Design
g
Page 1
Software
_KM
5,335.0
s:yobs 2006\06-37 bob smith\oalculations06-
Descriptlon . Pilaster @ M. Patio
Dead + Live + Seismic
3,185.1
5,335.0
Steel Column @ Shear Wall # 12
9.26
0.1558
rGeneral Information
Calculations
are designed to 1997 UBC Requirements
Column Height 10.500 ft
fm
1,500.00 psi
Seismic Factor 0.4000
Width 24.000 in
Fs
24,000.00 psi
Seismic Zone 4
Depth 24.000 in
Em = fm '
750.0
Wall Density .135.000 pcf
Column Area 576.00 int
Load Duration Factor 1.330
Rebar Size 6
No Special Inspection
Bar Count Each Face 2
...rebar area 0.880 int
Rebar Depth 24.000 in
Vertical Load
24,000.00 psi
Lateral Load
0.00 #/ft
Dead Load
1.90 k
..distance to bottom
0.000 ft
Live Load
0.60 k
..distance to top
0.000 ft
eccentricity
2.000 in
Load Type
Seismic
Load Type
Floof
Dead + Live Load
416.7
2,500.0
283.8 3.75
Wind Load
0.00 psf
Allowable Steel Tension
24,000.00 psi
Fa: [.25'fm'Aseff'(.5 w/o sp. insp.)' (.5 if thk < 12")
Bending Stresses
+ .65 ' as ' Fsc] ' [1-(h'/140r)^2]
231.07 psi
Fb:Masonry: 0.33'fm'(.5 w/o sp. insp) <= 2000
247.50 psi
Max Allow Moment w/o Axial Load
27,526.85 ft-#
Max. Allow Axial Load w/o Moment
133.10 k
Load Combinations & Stress Details Summary
np 0.04321 i 0.91536
k 0.25392 2/kj 8.60488
n 25.778
E 1,125,000 psi
in
Column Design OK
10.5ft high column, Width= 24.000in, Depth= 24.000in Using 2 - #6 bars at'd' = 24.00in
Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom
Masonry Bending Stress 28.64 psi
Steel Bending Stress 2,169.10 psi
Masonry Axial Stress 9.26 psi
Combined Stress Ratio 0.1558 < 1.3300 (allowable)
Summary of Loads & Moments
Vertical Loads... Lateral Loads...
Total DL @ Top 1.90 k 0.60 k Wind + Lateral 0.00 #/ft
Mid -Height DL + LL 4.73 k 0.60 k Seismic + Lateral 216.00 #/ft
Combined Moments...
Top DL + LL 416.67 ft-#
Mid: DL + LL + Wind 416.67 ft-#
Mid: DL + LL + Seismic 3,185.08 ft-#
Bending Stresses
Maximum of
Moment
Axial
Steel Masonry
Axial Stress
fb/Fb + fa/Fa
Top
To of Wall
ft-#
lbs
psi psi
psi
or -
fs / Fs
Dead + Live Load
416.7
2,500.0
283.8 3.75
4.34
0.0339
Btwn Base & Top of Wall
Dead + Live + Wind
416.7
5,335.0
283.8 3.75
9.26
0.0552
Dead + Live + Seismic
3,185.1
5,335.0
2,169.1 28.64
9.26
0.1558
Column Design OK
10.5ft high column, Width= 24.000in, Depth= 24.000in Using 2 - #6 bars at'd' = 24.00in
Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom
Masonry Bending Stress 28.64 psi
Steel Bending Stress 2,169.10 psi
Masonry Axial Stress 9.26 psi
Combined Stress Ratio 0.1558 < 1.3300 (allowable)
Summary of Loads & Moments
Vertical Loads... Lateral Loads...
Total DL @ Top 1.90 k 0.60 k Wind + Lateral 0.00 #/ft
Mid -Height DL + LL 4.73 k 0.60 k Seismic + Lateral 216.00 #/ft
Combined Moments...
Top DL + LL 416.67 ft-#
Mid: DL + LL + Wind 416.67 ft-#
Mid: DL + LL + Seismic 3,185.08 ft-#
' .• ", rSAT'ISH SHAH & ASSOC. Inc..
Title :
Job # '
CONSULTING ENGINEER
Dsgnr.
Date: 3:57PM. 16 OCT 06
3920 E. Coronado St. Ste 203
Description:
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Scope
Re ENE RCALC
---- ...---- --
------ ----
Us25-Oci-2002
Steel Column Base Plate
(c)igineering Software
s:Uobs 2006106-37 Bob Smith\Calwlalions\16-
Description Steel Column @ M.
Patio
Shear Wall # 12
,
1 a3eneral Information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
Loads
Steel Section
W8x21
Axial Load 1.90 k
Section Length
8.280 in
X -X Axis Moment 20.43 k -ft
Section Width
5.270 in -
Flange Thickness
0.400 in
Plate Dimensions
Web Thickness
0.250 in
Plate Length 16.000 in
Allowable Stresses
Plate Width 12.000 in
Concrete f
1,500.0 psi
Plate Thickness 1.000 in
Base Plate Fy
36.00 ksi
Load Duration Factor
1.330
Support Pier Size
Pier Length 16.000 in
Anchor Bolt Data
Pier Width 16.000 in
Dist. from Plate,Edge
1.500 in
Bolt Count per. Side
3
Tension Capacity
7.000 k
Bolt Area
0.785 int
Summary
Baseplate OK
Concrete Bearing Stress Bearing Stress OK
Actual Bearing Stress
579.1 psi
Allow per ACI318-95, A3.1
Partial Bearing : Bolts in Tension, .
= 0.3' f'c' Sgrt(A2/A1)LDF
598.5 psi
-
Allow per AISC J9
698.3 psi
i
Plate Bending Stress Thickness OK
G
, iG 5 r '
Actual fb
Max Allow Plate Fb
20,680.9 psi
35,910.0 psi -
l 1
n
_ I l 7 X 2 I \ . Pj.
Tension Bolt Force Bolt Tension OK
Actual Tension
6.779 k
Allowable
7.000 k
w
.o? 91,
SATISH SHAH & ASS0C.1nc. Smith Residence `
(CONSULTING ENGINEERS
i. 3920 E. CORONADO STREET, SUITE 203 Site/ House Retaining walls
ANAHEIM, CALIFORNIA 92807
•li'HONE: (714) 632-1865 FAX: (714) 632-1314 51-425 Madison'Street
E Mail: sshahinc@sbcglobal.net - La QUinta, CA
JOB No:
' 06-37
BY:
S. Shah''
DATE:
10/13/06
SH:
1
FLO- cofifi
Prof_ III 1(v (D CD
Q OF SS
i l •
Soils Report: Southern California Soil & Testing, Inc.
w
Project No.: 0621025 c
56112
Exp.12/31/106
r i
qr CMV -N,
Allowable S. B.: .1,500 psf. FoFCpl\
Min. 12" Embedment.
r 1/3 increased allowed for Wind & Seismic
Loading.
E.F.P.: LEVEL BACKFILL 2:1 BACKFILL
35 pcf/ft.
Restrained 55 pcf/ft.
1
'k CITY OF LA QUINTA
Passive: -250psf/ft. ' BUILDING & SAFETY DEPT.
4 APPROVED
ii Friction: µ' 0.35 FOR CONSTRU TION
DATE- 2f BY
t
..
d
F .
d
SATISH SHAH & ASSOC. Inc..
Title : Smith Residence Job # 06037
CONSULTING ENGINEER
Dsgnr: S. Shah Date: 3:23PM, 7 DEC 06
3920 E. Coronado St. Ste 203
Description : La Quita, CA
SW
Anaheim, CA 92807
-
PH:(714) 632-1865 FX:(714) 632-1314
, Scope: Site/ House Retaining Walls
_-
lRev: 560700 z
wer:KW-060912•Ver 5.6.1.25 -Oct -2002 Restrained Retaining Wall Desi Page 1
83-2002 ENERCALC Engineering n
_(= Software
s:\jobs 2006106-37 bob smith\ca1culations106-
I
Description 2' to 4' Wall @ Terrace
`
Criteria
Soil Data % LFooting Strengths & Dimensions
Retained Height - 6.50 It
Allow Soil Bearing = 1,500.0 psf fc _ 2,500 psi Fy = 60,000 psi
Wall height above soil = 0.17 ft
Equivalent Fluid Pressure Method Min. As % = 0.0012
Total Wall Height = 6.67 It
Heel Active Pressure = 55.0 Toe Width -
0.50 ft
Toe Active Pressure = 35.0 Heel Width - 2.25
Top Support Height = 6.50 ft
Passive Pressure . = 250.0 Total Footing Width = 2.75
Water height over heel = 0.0 ft
Slope Behind Wall = 0.00:1FootingIISoil
~ _ Footing Thickness = 12.00 in
- . '
Friction 0.350
Height of Soil over Toe = 30.00 in
Soil height to ignore Key Width _. 12.00 in
Soil Density = 110.00 pcf
for passive pressure = 24.00 in Key Depth = 12.00 in
Key Distance from Toe = 0.50 ft
Wind on Stem = 0.0 psf
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Design Summary
Masonry Stem Construction
Total Be r=nl_oad = 2,374 lbs
...resultant ecc. = 4.00 in
Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000
Wall Weight = 84.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in
Soil Pressure @ Toe= 1,491 psf OK
Stem is FREE to rotate at top of footing . n Ratio (Es/Em) _ '.25.778
Soil Pressure @ Heel = 235 psf OK
Block Type = No Special Inspection .
rAllowable = 1,500 psf
I
Solid Grouted Mmax Between
Soil Pressure Less Than Allowable
- @Top Support Top 8 Base @Base of Wall
ACI Factored @Toe = 2,088 psf
ACI Factored @ Heel = 329 psf
` Stem OK Stem OK Stem OK
Footing Shear @Toe = 6.5 psi OK
Design height = 6.50 It 2.82 It 0.00 ft
Rebar Size #
Footing Shear @ Heel = 18.8 psi OK
= 4 # 4 : # 4
Rebar Spacing = 16.00 in 8.00 in 8.00 in
„Allowable = 85.0 psi
Rebar Placed at = Center Edge Edge
Reaction at Top = 373.3 lbs
Rebar Depth 'd' = 3.81 in 5.25 in 5.25 in
Reaction at Bottom = 1,064.2 lbs
Design Data
Sliding Stability Ratio = 2.06 OK
fb/FB + fa/Fa = 0.000 0.796 0.000
Sliding Calcs
Lateral Sliding Force = 1,064.2 lbs
Moment.... Actual = 0.0 ft # 916.8 ft # 0.0 ft #
less 67 % Passive Force= - 1,360.9 lbs
Moment..... Allowable = 535.0 ft-# 1,151.5 ft-# 1,151.5 ft-#
less 100% Friction Force= - 830.8 lbs
Shear Force @ this height = 0.0 lbs- - 679.2 lbs
• Added Force Req'd 0.0 lbs OK
Shear..... Actual = 0.00 psi 12.30 psi
"....for 1.5 : 1 Stability = 0.0 lbs OK
Shear..... Allowable = 19.36 psi 19.36 psi
<
Dooting Design ResultsRebar
o
Lap Required = 20.00_ in 20.00 in
k Toe eel
Rebar embedment into footing = 6.00 in
Factored Pressure = 2,088 329 psf Other Acceptable Sizes & Spacings:
Mu': Upward = 432 0 ft-# Toe: None Spec'd -or-
Mu': Downward _ 132 1,854 ft-#
J
Heel: None Spec'd -or-
Mu: Design = 300 1,854 ft-# Key. -or-
;
Actual 1 -Way Shear = 6.53 18.80 psi
' Allow 1 -Way Shear = 85.00 85.00 psi ,
,
f-
SATISH SHAH & ASSOC. Inc..
Title : Smith Residence
Job # 06037
CONSULTING ENGINEER
Dsgnr: S. Shah •
Date`: 3:23PM,
7 DEC 06
3920 E. Coronado St. Ste 203
Description : La Quita, CA
Anaheim, CA 92807
Scope: Site/ House Retaining
Walls
PH:(714) 632-1865.FX:(714) 632-1314
LRev: 560100
User KW -060912. Ver 5.6.1. 25 -Oct -2002 Restrained Retaining Wall Design
(c)1983-2002 ENERCALC Engineering Software
Page 2
s:yobs 2006106-37 bob smith\calwlalions106-
I
Description 2 to 4' Wall @ Terrace
Summary of Forces on Footing Slab is NOT resisting sliding, stem is PINNED at footing
Forces acting on footing for overturning sliding, & soil pressure
Lateral Distance Moment
Overturning Moments... lbs ft ft-#
Resisting Moments...
Vertical Lateral.
Distance Moment
lbs lbs
ft ft-#
Stem Shear @ Top of Footing = -679.2 1.00 -679.2
Heel Active Pressure = -385.0 0.49 -187.9-
Surcharge Over Heel =
Sliding Force = 1,064.2
Axial Dead Load on Stem =
Overturning Moment _ " -867.1
Soil Over Toe =
137.5
0.25 34.4
Footing Stability Ratio 3.85
Surcharge Over Toe =
Stem Weight =
560.3
0.83 466.9
Net Moment Used For Soil Pressure Calculations 791.8 ft-#
Soil Over Heel. =
1,132.1
1.96 2,217.0
" Footing Weight =
543.8-
1.14 620.8
ii
Total Vertical Force =
2,373.6 lbs
i'
I.
Resisting Moment = 3,339.1 ..
SAT'ISH SHAH & ASSOC. Inc..
Title : Smith Residence Job # 06037
CONSULTING ENGINEER
2 Dsgnr: S. Shah Date: 6:35PM, 20 DEC 06
3920 E. Coronado St. Ste 203
Description : La Quita, CA
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Scope : Site/ House Retaining Walls
560100
L4Rev:
User: KW -060912. Ver 5.6.1. 25-00-2002 Restrained Retaining Wall Design Page 1
01983-2002 ENERCALC Engineering
Software
s:yobs 2006106-37 bob smith\calculations\06-'
Description 8' Wall @ Covered Patio
` off M. Bdrm. Ph Chk.
1
Soil Data Footing Strengths & Dimensions
N
Criteria
`Retained
Height = 10.50 ft
Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi FY = 60,000 psi
Wall height above soil = 0.17 ft
Equivalent Fluid Pressure Method Min. As % 0.0012
Total Wall Height = 10.67 ft
Heel Active Pressure = 55.0 Toe Width - 1.00 It
Top Support Height = 10.00 ft
Toe Active Pressure = 35.0 Heel Width - 3.75
Passive Pressure * = 250.0 Total Footing Width = 4.75
Water height over heel = 0.0 ft
Slope Behind Wall = 0.00 `. 1
p
_ Footing Thickness = 12.00 in
FootingllSoil Friction - 0.350
Height of Soil over Toe = 30.00 in
Soil height to ignore Key Width = 12.00 in
Soil Density = 110.00 pcf
for passive pressure = 24.00 in Key Depth _ 18.00 in
i
Key Distance from Toe = 1.00 ft
Wind on Stem = 0.0 psf
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Design Summary
Masonry Stem Construction
Total Bearing Load = 5,777 lbs
ecc. = 2.18 in
Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000
,resultant
Wall Weight = 133.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.620 in
Soil Pressure @ Toe 1,495 psf OK
Stem is FREE to rotate at top of footing n Ratio (Es/Em) = 25.778
Soil Pressure @ Heel = 937 psf OK
Block Type = Normal Weight No Special Inspection
It Allowable = 1,500 psf
Solid Grouted
MTopx Between
It
+r Soil Pressure Less Than Allowable
To Su
@ p Support To &Base @Base of Wall
ACI Factored @ Toe = 2,093 psf
ACI Factored @ Heel = 1,312 psf
Stem OK Stem OK Stem OK
Footing Shear @ Toe = 13.9 psi OK
Design height = 10.00 ft 4.30 ft 0.00 ft
Rebar Size #
1=ooting Shear @ Heel = 49.3 psi OK
= 4 # 7 # 6
Rebar Spacing = 24.00 in 8.00 in 16.00 in
t Allowable = 85.0 psi
Rebar Placed at _ Center Edge Edge
Reaction at Top = 1,052.0 lbs
Rebar Depth 'd' = 5.75 in 9.00 in 9.00 in
Reaction at Bottom = 2,475.5 lbs
Design Data
Sliding Stability Ratio = 1.53 OK
fb/FB + fa/Fa = 0.001 0.951 0.000
Sliding Calcs
Lateral Sliding Force = 2,475.5 lbs
Moment.... Actual _ 1.1 ft-# 3,812.0 ft # O.Oft#
,less 67 % Passive Force= - 1,758.8 lbs
Moment..... Allowable = 898.3 ft-# 4,007.1 ft-# 2,911.7 ft-#
less 100% Friction Force= - '2,021.8 lbs
Shear Force @ this height = 0.0 lbs 4 1,870.5 lbs
Added Force Req'd = 0.0 lbs OK
Shear..... Actual = 0.00 psi 19.34 psi
....for 1.5 : 1 Stability = 0.0 lbs OK
Shear..... Allowable = 19.36 psi 19.36 psi
Footing Design Results
Rebar Lap Required = 20.00 in 35.00 in
- to
eel
Rebar embedment into footing = 7.00 in
Factored Pressure = 2,093 1,312 psf Other Acceptable Sizes & Spacings:
Mu': Upward = 1,019 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S ' Fr
Mu': Downward = 298 6,908 ftp# Heel:# 5 @ 15.25 in -or- #4@ 9.75 in, #5@ 15.25 in, #6@ 21.50 in, #7@ 29.:
y
Mu: Design = 722 6,908
Key: #4@ 18.75 in, #5@ 28 -or- #4@ 18.75 in, #5@ 28.75 in, #6@ 40.
Ac
Act
Actual 1 -Way Shear = 13.88 49.26 psi
psi
Allow 1 -Way Shear = 85.00 85.00 psi
- fir,
SATISH SHAH & ASSOC. Inc.. -
Title : Smith Residence
Job # 06037
„ CONSULTING ENGINEER
Dsgnr: S. Shah
Date: 6:35PM,
20 DEC 06
3920 E. Coronado St. Ste 203 -
Description : La Quita, CA
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Scope : Site/ House Retaining
Walls
;
Rev: 560100
'
User 3-2002ENERCver 5CEng5eering02 Restrained'Retainin
(c)1983-2002 ENERCALC Engineering Software
Wall Design
Page 2
s:yobs 2006406-37 bob smitMcalculations106-
Descrlption 8' Wall @ Covered Patio
off M. Bdrm. Pln. Chk.
Summary of Forces on Footing : Slab is NOT. resisting sliding, stem is PINNED at footing
Forces acting on footing for overturning, sliding, & soil pressure
Lateral Distance Moment
Overturning Moments... lbs ft ft-#
Resisting Moments...
Vertical Lateral
Distance Moment
lbs lbs
ftft #
Stem Shear @ Top of Footing = -1,870.5 1.00 -1,870.5 .
Heel Active Pressure = -605.0 0.49 -297.9
Surcharge Over Heel =
,Sliding Force = 2,475.5
Axial Dead Load on Stem =
Overturning Moment = -2,168.4
Soil Over Toe =
275.0
0.50 - 137.5
Footing Stability Ratio 6.84
Surcharge Over Toe '
Stem•Weight =
1,419.1
1.50 2,128.7
Net Moment Used For Soil Pressure Calculations 11048.5 ft-#
Soil Over Heel =
3,176.3
3.38. 10,719.8
y
Footing Weight =
906.3.
' 2.05 1,853.3
Total Vertical Force =
5,776.6 lbs
r
Resisting Moment = 14,839.3
It
• ..
a
t'
-
SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06037
CONSULTING ENGINEER ', Dsgnr: S. Shah Date: 3:23PM, 7 DEC 06
3920 E. Coronado St. Ste 203 S Description : La Quita, CA
Anaheim, CA 92807 Scope : Site/ House Retaining Walls
PH:(714) 632-1865 FX:(714) 632-1314
Rev: 560100-- -
User: KW -060912. Ver 5.6.1. 25 -Oct -2002 Restrained Retainin Wall Desi Page 1
(cam 83-2002 ENERCALC Engineering Software n s:ljobs 2006106-37 bob smithlcalculalionsko6-
Description 6' Wall @ Entry Stair
Criteria
Retained Height = 6.00 ft
Wall height above soil = 3.00 ft
Total Wall Height = 9.00ft
Top Support Height =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
18.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Soil Data
fc = 2,500 psi
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0
Toe Active Pressure
= 35.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
FootingllSoil Friction
= 0.350
Soil height to ignore
= 0.00 in
for passive pressure
= 0.00 in
Footing Strengths & Dimensions
fc = 2,500 psi
Fy = 60,000 psi
Min. As %
= 0.0012
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
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Design Summary
ACI Factored @ Toe =
Masonry Stem Construction
ACI Factored @ Heel =
1,441 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
Total Bearing Load =
...resultant ecc. =
2,302 lbs
0.59 in
Thickness = 12.00 in fm =
1,500 psi Short Term Factor = 1.000
326.7 lbs
Reaction at Bottom =
Wall Weight = 133.0 pcf Fs =
24,000 psi Equiv. Solid Thick. = 11.620 in
Soil Pressure @ Toe =
812 psf OK
Stem is FREE to rotate at top of footing
n Ratio (Es/Em) = 25.778
Soil Pressure @ Heel =
1,030 psf OK
Block Type =
No Special Inspection
Allowable -
1 500 f
Solid Grouted
362.5lbs
s
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,137 psf
ACI Factored @ Heel =
1,441 psf
Footing Shear @ Toe =
3.6 psi OK
Footing Shear @ Heel =
11.1 psi OK
Allowable =
85.0 psi
Reaction at Top =
326.7 lbs
Reaction at Bottom =
981.4 lbs
Sliding Calcs Slab Resists All Slidingg !
Lateral Sliding Force = 98i.4 lbs
i Footing Design Results
0.446 0.000
= 0.0 ft-#
750.8 ft-# 0.0 ft-#
oe
1,682.4 ft-# 1,682.4 ft-#
eel
Factored Pressure =
1,137
1,441 psf
Mu': Upward =
328
0 ft-#
Mu': Downward =
124
886 ft-#
Mu: Design =
204
886 ft-#
Actual 1 -Way Shear =
3.56
11.12 psi
Allow 1 -Way Shear =
85.00
85.00 psi
Design height
Rebar Size
Rebar Spacing
Rebar Placed at
Rebar Depth 'd'
Design Data
fb/FB + fa/Fa
Moment.... Actual
Moment..... Allowable
Shear Force @ this height
Shear..... Actual
Shear..... Allowable
@ Top Support
Stem OK
= 6.00 ft
_ # 4
24.00 in
= Center
5.75 in
Mmax Between
Top & Base
Stem OK
2.55 ft
# 4
24.00 in
Edge
9.00 in
@ Base of Wall
Stem OK
0.00 ft
# 4
24.00 in
Edge
9.00 in
= 0.000
0.446 0.000
= 0.0 ft-#
750.8 ft-# 0.0 ft-#
= 898.3 ft-#
1,682.4 ft-# 1,682.4 ft-#
= 0.0 lbs
623.9 lbs
= 0.00 psi
6.15 psi
= 19.36 psi
19.36 psi
Rebar Lap Required = 20.00 in 20.00 in
Rebar embedment into footing = 6.00 in
Other Acceptable Sizes & Spacings:
Toe: None Spec'd -or-
Heel: None Spec'd -or-
Key: -or-
Summary of Forces on Footing Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel =
lbs
ft
ft-#
Axial Dead Load on Stem =
lbs
ft
ft-#
Soil Over Toe =
82.5lbs
0.25 ft
20.6ft-#
Surcharge Over Toe =
lbs
ft
ft-#
Stem Weight =
1,197.Olbs
1.00 ft
1,197.Oft-#
Soil Over Heel =
660.Olbs
2.00 It
1,320.Oft-#
Footing Weight =
362.5lbs
1.25 It
453.1 ft-#
Total Vertical Force =
2,302.Olbs
Moment =
2,990.8ft-#
Net Moment Used For Soil Pressure
Calculations
-113.3 ft-#
SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06037
C014SULTING ENGINEER /1 Dsgnr: S. Shah Date: 3:23PM, 7 DEC 06
3920 E. Coronado St. Ste 203 S 1 Description : La Quita, CA
Anaheim, CA 92807 Scope: Site/ House Retaining Walls
PH:(714) 632-1865 FX:(714) 632-1314
I User: KW -060912. Ver 5.6.1. 25-Oct-2002Restrained Retaining Wall Design Page 1
(= 83-2002 ENERCALC Engineering Softwares:ljobs 2006106-37 bob smith\calwlations10
Description 6 to 9' Wall @Entry Stair
LCriteria
Retained Height = 9.00 ft
Wall height above soil = 3.00 ft
Total Wall Height = 12.00 ft
Top Support Height = 9.00 ft
Slope Behind Wall = 0.00: 1
Height of Soil over Toe = 6.00 in
Soil Density = 110.00 pcf
Wind on Stem = 0.0 psf
Soil Data
bS
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 55.0
Toe Active Pressure .
= 35.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
FootingjjSoil Friction
= 0.350
Soil height to ignore
0.00 in
for passive pressure
= 0.00 in
Footing Strengths & Dimensions
fc = 2,500 psi Fy =
60,000 psi
Min. As % =
0.0012
Toe Width =
1.00 ft
Heel Width =
3.00
Total Footing Width =
4.00
Footing Thickness =
12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
Cover @ Top = 3.00 in @ Btm.= 3.00 in
Design Summary
Masonry Stem Construction
oe
eel
Factored Pressure =
Total Bearing Load =
resultant ecc. =
4,211 lbs
3.13 in
Thickness = 12.00 in fm
= 1,500 psi
Short Term Factor =
1.000
224 4,040
ft-#
Wall Weight = 133.0 pcf Fs
= 24,000 psi
Equiv. Solid Thick. =
11.620 in
Soil Pressure @ Toe =
640 psf OK
Stem is FREE to rotate at top of footing
0.00 psi
n Ratio (Es/Em) =
25.778
Soil Pressure @ Heel =
1,465 psf OK
Block Type =
19.36 psi
No Special Inspection
20.00 in
Allowable =
1,500 psf
Solid Grouted
=
Mmax Between
6.00 in
Soil Pressure Less Than Allowable
@ Top Support
Top & Base @ Base
of Wall
ACI Factored @ Toe =
897 psf
Heel:# 4 @ 19.75 in
-or-
ACI Factored @ Heel =
2,051 psf
-or-
Stem OK
Stem OK Stem OK
Footing Shear @ Toe =
7.4 psi OK
Design height =
Rebar Size
9.00 ft
#
3.80 ft
0.00 ft
Footing Shear @ Heel =
31.3 psi OK
=
Rebar Spacing =
4
24.00 in
# 6
16.00 in
# 5
8.00 in
Allowable =
85.0 psi
Rebar Placed at =
Center
Edge
Edge
(Reaction at Top =
742.4 lbs
Rebar Depth 'd' =
5.75 in
9.00 in
9.00 in
Reaction at Bottom =
2,003.2 lbs
D -
Sliding Calcs Slab Resists All Sliding I
Lateral Sliding Force = 2,003.2 lbs
Footin Desi n Results
,
-
oe
eel
Factored Pressure =
897 2,051
psf
Mu': Upward =
794
0 ft-#
Mu': Downward =
224 4,040
ft-#
Mu: Design =
570 4,040
ft-#
Actual 1 -Way Shear =
7.39 31.29 psi
Allow 1 -Way Shear =
85.00 85.00 psi
eslgn Data
(taking moments about front of footing to find eccentricity)
fb/FB + fa/Fa =
0.000
0.883
0.000
Moment.... Actual =
0.0 ft-#
2,571.7 ft-#
0.0 ft-#
Moment..... Allowable =
898.3 ft-#
2,911.7 ft-#
3,274.4 ft-#
Shear Force @ this height =
0.0 lbs
lbs
1,480.7 lbs
Shear..... Actual =
0.00 psi
1,596.Olbs
15.58 psi
Shear..... Allowable =
19.36 psi
1,980.Olbs
19.36 psi
Rebar Lap Required =
20.00 in
30.00 in
2.00 ft
Rebar embedment into footing
=
4,211.0lbs
6.00 in
Other Acceptable Sizes & Spacings:
Toe: None Spec'd
-or-
Heel:# 4 @ 19.75 in
-or-
Key:
-or-
Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footi
ices acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel =
lbs
ft
ft-#
Axial Dead Load on Stem =
lbs
ft
ft-#
Soil Over Toe =
55.Olbs
0.50 ft
27.5ft-#
Surcharge Over Toe =
lbs
ft
ft-#
Stem Weight =
1,596.Olbs
1.50 ft
2,394.0ft-#
Soil Over Heel =
1,980.Olbs
3.00 ft
5,940.Oft-#
Footing Weight =
580.Olbs
2.00 ft
1,160.Oft-#
Total Vertical Force =
4,211.0lbs
Moment =
9,521.5ft-#
Net Moment Used For Soil Pressure Calculations -1,099.5 ft-#
SATISH SHAH & ASSOC. Inc.. Title : Smith Residence Job # 06037
CONSULTING ENGINEER Dsgnr. S. Shah Date: 3:23PM, 7 DEC 06
3920 E. Coronado St. Ste 203 Description : La Quita, CA
Anaheim, CA 92807 1
PH:(714) 632-1865 FX:(714) 632-1314 Scope: Site/ House Retaining Walls
Rev: 560100 ---
User:KW-060912,Ver 5.6.1, 25 -Oct -2002 Cantilevered Retainin g Wall Design Page 1
_(c)1983-2002 ENERCALC Engineering Software s:ljobs 2006106-37 bob smithlcalmlatinnst09- 0
Description 9' Wall @ Entry/ Breakfast
I Criteria
= 1,543 psf
ACI Factored @ Heel
Soil Data
Footing Shear @ Toe
i Footing Strengths & Dimensions
Footing Shear @ Heel
. = 19.9 psi OK
Allowable
85.0 psi
Wall Stability Ratios
,
Retained Height
= 9.00 ft
Allow Soil Bearing = 1;500.0 psf
fc = 2,500 psi
Fy = 60,000 psi
Wall height above soil
= "0.33 ft
Equivalent Fluid Pressure Method
Min. As
= 0.0014
Slope Behind Wall
= 0.00:1
Heel Active Pressure = 35.0
Toe Active Pressure = 0.0
Toe Width
= 3.00 ft
Height of Soil over Toe
= 18.00 in
Passive Pressure = 250.0
Heel Width
= 1.75
Soil Density
= 110.00 pcf
Water height over heel = 0.0 ft
9
Total Footing Width
= 4:75-
None Spec'd
Heel Reinforcing =
FootingIlSoil Friction = 0.350
Footing Thickness
•
= 12.00 in
Wind on Stem
= 0.0 psf
Soil height to ignore '
Key Width
= 0.00 in
Short Term Factor
=
for passive pressure = 0.00 in
Key Depth
= 0.00 in
7.60
Masonry Block Type =
Key Distance from Toe
= 0.00 ft
_
fc
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
;_Design Summary
psi =
.;-Stem Construction Top Stem 2nd 3rd
Total Bearing Load
= 3,584 lbs
Design height ft=
Stem OK Stem OK Stem OK
5.33 2.67 0.00
...resultant ecc.
= 7.86 in
Wall Material Above "Ht" =
Masonry Masonry Masonry
Soil Pressure @ Toe
= 1,379 psf OK
Thickness =
8.00 8.00 12.00
Soil Pressure @ Heel
130 psf OK
Rebar Size =
# 4 # 5 # 7
Allowable
= 1, psf
Rebar Spacing =
32.00 16.00 16.00
Soil Pressure Less
Than Allowable
e
Rebar Placed at
Edge Edge Edge
Design Data
-
ACI Factored @ Toe
= 1,543 psf
ACI Factored @ Heel
= 145 psf
Footing Shear @ Toe
= 19.4 psi OK
Footing Shear @ Heel
. = 19.9 psi OK
Allowable
85.0 psi
Wall Stability Ratios
692.3
Overturning
= 2.06 OK
Sliding
= 1.16 Ratio < 1.5!
Sliding Calcs Slab Resists
All Sliding !
Lateral Sliding -Force
= 1,750.0 lbs
24.00
Footing -Desi
_F -
24.00
Toe Heel
Factored Pressure =
1,543 145 psf
Mu': Upward =
6,466 0 ft-#
Mu': Downward =
2,329 1,420 ft-#
Mu: Design =
4,137 1,420 ft-#
Actual 1 -Way Shear =
19.43 19.86 psi
Allow 1 -Way Shear =
85.00 85.00 psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
fb/FB + fa/Fa
=
0.417
Total Force @ Section
lbs =
235.7
Moment.... Actual
ft-#=
288.3
Moment..... Allowable
ft-#=
692.3
Shear..... Actual
psi =
4.0
Shear..... Allowable
psi =
19.4
Bar Develop ABOVE Ht
in =
24.00
Bar Lap/Hook BELOW Ht. in =
24.00
Wall Weight
psf =
84.0
Rebar Depth 'd'
in=
5.25
Masonry Data
fm
psi=
1,500
Fs
psi =
24,000
Solid Grouting
=
Yes
Special Inspection
=
No
Modular Ratio'n'
=
25.78
Short Term Factor
=
1.000
Equiv. Solid Thick.
in =
7.60
Masonry Block Type =
Concrete Data
fc
psi=
Fy
psi =
Other Acceptable Sizes & Spacings
Toe:
Heel:
Key:
0.699
701.2
1,479.5
2,115.9
12.5
38.7
30.00
30.00
84.0
5.25
0.656
1,417.5
4,252.5
6,477.9
14.9
38.7
42.00
8.80
133.0
9.00
1,500
1,500
24,000
24,000
Yes
Yes
Yes
Yes
25.78
25.78
1.000
1.000
7.60
11.62
it
SATISH SHAH & ASSOC. Inc..
.:Title : Smith Residence
Job # 06037
CONSULTING ENGINEER
Dsgnr: S. Shah
Date: 3:23PM,
7 DEC 06
392D E. Coronado St. Ste 203
Description : La Quita, CA
Anaheim, CA 92807
Scope: Site/ House Retaining Walls
PH:(714) 632-1865 FX:(714) 632-1314
: 560100
F(Rey,
5ar:'<`206°9'2.Var5.6.',25-opt-2°°2 Cantilevered Retainin Wall Desi n
c)183-2002 ENERCALC Engineering
Page 2
Software
s:yobs 2006106-37
bob smiftcatculations\06-'
Description 9' Wall @ Entry/ Breakfast
Summary of Overturn'ino & Resisting Forces & Moments
.OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force
Distance Moment
Item lbs ft ft-#
lbs
It ft-#
Heel Active Pressure = 1,750.0 3.33 5,833.3
Soil Over Heel =
742.5
4.38 3,248.4
Toe Active Pressure = .
Sloped Soil Over Heel =
Surcharge Over Toe =
Surcharge Over.Heel _
Adjacent Footing Load =
Adjacent Footing Load
Added Lateral Load =
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil =
Soil Over Toe =
495.0
Y.50 ! 142.5
SeismicLoad =
Surcharge Over Toe =
Total = 1,750.0 O.T.M. = 5,833.3
Stem Weight(s) =
Earth @ Stem Transitions=
914.6
232.1
3.40 3,107.7
3.83 889.7
Resisting/Overturning Ratio = 2.06
Footing.Weight =
712.5
2.38 1,692.2
Vertical Loads used for Soil Pressure = 3,584.4 lbs
Key Weight =
Vert. Component. =
487.7 ;,
' 4.75 2,316.7
Vertical component of active pressure used for soil pressure
Total =
3,584.4 lbs
R.M.=' 11,997.3
J
`TISH_SHAH. 8 ASSOC. Inc.ITN -
CONSULTING ENGINEERS
3920 E. CORONADO STREET, SUITE 203 EMQOGL_
ANAHEIM, CALIFORNIA 92807
PHONE: (714) 632-1865 FAX: (714) 632-1314
E Mail: sshahinc@sbcglobal.net r
JOB No: 0 0
BY: vj • GJ KA H
DATE:
SH: OF:
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CSNEA,0 WAu
fZEF : OQtc, JQ APPRoV c.at.CS PG, # -20
g`>' l2F fRU rt>Oz L G0A)SUL—jAjj S
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00
11 77 77 74
MASDJ2'-r PILASfC-Q I- 53 E—:A.
FACE (ro TA t_ O F 81- !r►2'T'.
p p% -3 TI E t5 ' 12 0. c. Ft t L 14 .
SATISH SHAH & ASSOC. Inc.. Title : Smith Residence .lob # 06037
CONSULTING ENGINEER Dsgnr: S. Shah Date: 3:56PM, 7 DEC 06
3920 E. Coronado St. Ste 203 Description : La Quita, CA
Anaheim, CA 92807 Scope: Site/ House Retaining Walls
PH:(714) 632-1865 FX:(714) 632-1314
Rev 560100I 560100 -'- ' --- -
i um: KW-060912.ver 561 25 -Oct -2002 Mason/ Column Design Page 1
L(c)1 J83-2002 ENERCALC Engineering Software ' 1 g s: jobs 2006106-37 bob smith\calculations106-
MEMO
Lae
Description Pilaster @ M. Patio
Steel Column @ Shear Wall # 12
General Information Calculations are designed to 1997 UBC Requirements
Column Helght 10.500 ft fm 1,500.00 psi Seismic Factor 0.4000
Width 24.000 in Fs 24,000.00 psi Seismic Zone 4
Depth 24.000 in Em = fm ' 750.0 Wall Density 135.000 pcf
Column Area 576.00 in2 Load Duration Factor 1.330
Rebar Size 6 No Special Inspection
Bar Count Each Face 2
...rebar area 0.880 in2
Rebar Depth 24.000 in
L plied Loads
Vertical Load x Lateral Load 0.00 #/ft
Dead Load 1.90 k ..distance to bottom 0.000 ft
Live Load 0.60 k -distance to top 0.000 ft
eccentricity 2.000 in Load Type Seismic
Load Type Floof Wind Load 0.00 psf
Design Values
Allowable Steel Tension 24,000.00 psi np 0.04321 j 0.91 35 6
Fa: [.25'fm'Aseff'(.5 w/o sp. insp.)' (.5 if thk < 12") k 0.25392 2/kj 8.60488
+ .65' as ' Fscj . [1-(h'/140r)^2) 231.07 psi n 25.778
Fb:Masonry: 0.33'fm'(.5 w/o sp. insp) <= 2000 247.50 psi E 1,125,000 psi
Max Allow Moment w/o Axial Load 27,526.85 ft-# in
Max. Allow Axial Load w/o Moment 133.10 k
Load Combinations & Stress Details Summary
F
Bending Stresses Maximum of
Moment Axial Steel Masonry Axial Stress fb/Fb + fa/Fa
Top of Wall ft-# lbsOr-
psi-
psi psi fs / Fs
Dead + Live Load 416.7 2,500.0 283.8 3.75 4.34 0.0339
Btwn Base 8r Top of Wall
Dead + Live + Wind 416.7 5,335.0 283.8 3.75 9.26 0.0552
Dead + Live + Seismic 3,185.1 5,335.0 2,169.1 28.64 9.26 0.1558
Summary Column Design OK
t
10.5ft high column, Width= 24.000in, Depth= 24.000in Using 2 - #6 bars at'd' = 24.00in
Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom
Masonry Bending Stress 28.64 psi
Steel Bending Stress 2,169.10 psi
Masonry Axial Stress 9.26 psi
Combined Stress Ratio 0.1558 < 1.3300 (allowable)
Summary of Loads & Moments
�-
Vertical Loads... Lateral Loads...
Total DL @ Top 1.90 k 0.60 k Wind + Lateral 0.00 #/ft
Mid -Height DL + LL 4.73 k 0.60 k Seismic + Lateral 216.00 #/ft
Combined Moments...
Top DL + LL 416.67 ft-#
Mid: DL + LL + Wind 416.67 ft-# '
Mid: DL + LL + Seismic 3,185.08 ft-#
SATISH SHAH & ASSOC. Inc..
Title : Smith Residence Job # 06037
CONSULTING ENGINEER
Dsgnr: S. Shah Date: 3:56PM, 7 DEC 06
3920 E. Coronado St. Ste 203
Description : La Quita, CA
Anaheim, CA 92807
PH:(714) 632-1865 FX:(714) 632-1314
Scope : Site/ House Retaining Walls
" Rev: 560100
-- — . ---
----
User Icw-060912, Ver 5.6"1, 25-Oct-2002
L(c)1983-2002 ENERCAIC Engineering Software
Steel Column
Base Plate
s:\Jobs 2006106-37 Bob Smith\Calculations\06-
Description Steel Column @ M.
Patio
Shear Wall # 12,
Ileral Information
Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements
Loads
Steel Section W8x21
Axial Load 1.90 k
Section Length 8.280 in
X-X Axis Moment 20.43 k-ft
Section Width 5.270 in
Flange Thickness 0.400 in
Plate Dimensions
Web Thickness 0.250 in
Plate Length 16.000 in
Allowable Stresses
Plate Width 12.000 in
Concrete f 1,500.0 psi
Plate Thickness 1.000 in
Base Plate Fy 36.00 ksi
Load Duration Factor 1.330
Support Pier Size
Pier Length 16.000 in
Anchor Bolt Data
Pier Width 16.000 in
Dist. from Plate Edge 1.500 in
Bolt Count per Side 3
Tension Capacity 7.000 k
Bolt Area 0.785 in2
SU117marj/
Baseplate OK
Concrete Bearing Stress Bearing Stress OK
Actual Bearing Stress
579.1 psi
Allow per AC1318-95, A3.1
Partial Bearing : Bolts in Tension
= 0.3 ' f'c ' Sgrt(A2/A1) ' LDF
598.5 psi
Allow per AISC J9
698.3 psi
Plate Bending Stress Thickness OK
li II
WJE COrj(X X
" Actual
Max Allow Plate Fb
20,680.9 si
35,910.0 psi
I 2)I A 6,
Tension Bolt Force Bolt Tension OK
Actual Tension
6.779 k
Allowable
7.000 k
i
r
Satish Shah 8 Assoc., Inc
Title Wall @ KitchenPage:
'
Consulting Engineers
- Job # 06-37 Dsgnr: S. Shah
g
Date: NOV 16,2006
3920 E. Coronado Street, Ste 203
Description....
Anaheim, CA 92807
5�
PHONE: (714) 632-1865 FAX: (714) 632-1314
I e a� f�®� This Wall in File: S•1Jobs 2006106 37 Bob
SmitMCalculation
Retain Pro 6.0, 23-Sep-2002, (c)1989-2002 Restrained Retaining Wall Design
Code: 1997 UBC
LCriteria'
LSoil Data f ' Footing Strengths 8 Dimensions '
Retained Height = 7.00 ft
Allow Soil Bearing = 1,500.0 psf Toe Width
= 0.67 ft
Wall height above soil = 2.00 ft
Equivalent Fluid Pressure Method Heel Width
= 1.83
Total Wall Height = 9.00 ft
Heel Active Pressure _, 55.0 psf/ft Total Footing Widtt °
_ 2.50 r
Toe Active Pressure = 0.0 psf/ft Footing Thickness
= 12.00 in
Top Support Height = 8.50 ft
Passive Pressure = 250.0 psf/ft Key Width
Water height over heel = 0.0 ft
= 0.00 in
Slope Behind Wal = 000:1
.
Height of Soil over Toe = 18.00 in
Ke Depth
_ y p
FootingllSoil F,rictior - 0.350 Key Distance from Toe
-
- 0.00 in
= 0.00 It
Soil Density = 110.00 pcf
Soil height to ignore
= fc = 2,500 psi Fy
for passive pressure 0.00 in
= 60,000 psi
Footing Concrete Density
= 150.00 pcf
Wind an Stem = 0.0 psf
Min. As %
0.0012Cover
�
- @ Top = 3.00 in
@ Btm.= 3.00 in
LSu= rge Loads '
Uniform Lateral Load Applied to Stem ® I Adjacent Footing Load
'
Surcharge Over Heel = 0.0 psf
-Used To Resist Sliding 8 Overturning
Lateral Load = 0.0 #/ft Adjacent Footing Load =
0.0 lbs
Surcharge Over Toe = 0.0 psf
...Height to Top = 0.00 ft Footing Width =
0.00 ft
Used for Sliding 8 Overturning
... Height to Bottorr = 0.00 ft Eccentricity =
•
0.00 in
�-
Axial load Applied
Wall to Ftg CL Dist =
0.00 ft
to Stem
L�� �
Footing Type
Line Load
Axial Dead Load = 200.0 lbs
Base Above/Below Soil =
0.0 ft
Axial Live Load = 200.0 lbs
at Back of Wall
Axial Load Eccentricity = 0.0 in
,
Desidn Summary
a Masonry Stem Construction
Total Bearing Load = 2,537 lbs
...resultant ecc. = 1.00 in
Thickness = 1 8.00 in fm = 1,500 psi Short Term Factor = 1.000
Wall Weight = 84.0 psf Fs = 24,000 psi Equiv. Solid Thick. _ 7.600 in
Soil Pressure @ Toe = 811 psf OK
Stem is FREE to rotate at top of footing n Ratio (Es/Em)
= 25.778
Soil Pressure @ Heel = 1,219 psf OK
Block Type = Normal Weight Use Special Inspection
Allowable = 1,500 psf
Solid Grouted Mmax Between
Soil Pressure Less Than Allowable
@ Top Support Top 8 Base
@ Base of Wall
ACI Factored @ Toe = 1,155 psf
ACI Factored @ Heel = 1,735 psf
Stem OK Stem OK
Stem OK
Footing Shear @ Toe = 5.2 psi OK
Design height = 8.50-ft 3.35 ft
0.00 It
Footing Shear @ Heel = 14.7 psi OK
Rebar Size = # 4 # 5
# 5
Allowable = 85.0 psi
Rebar Spacing = 16.00 in 16.00 in
16.00 in
Reaction at Top = 369.9 lbs
Rebar Placed at = Center Edge
"
Edge
Reaction at Bottom = 1,390.1 lbs
Rebar Depth 'd' ; = 3.75 in5.25 in
5.25 in
Design Data
l
Sliding Calcs Slab Resists All Sliding !
.Lateral Sliding Force = 1,390.1 lbs
fb/FB + fa/Fa - = 0.000 0.690
Moment .... Actua = 0.0 ft-# 1,459.3 ft -#
0.000
O.Oft #
Moment..... Allowable = 998.5 ft-# 2,115.9 ft-#
2,115.9 ft-#
Shear Force @ this height = 0.0 lbs
977.6 lbs
Shear..... Actual = 0.00 psi
17.46 psi
Shear..... Allowable = 38.73 psi -
38.73 psi
Footin Design Results
Rebar Lap Required = 20.00 in 25.00 in
oe
eel
Hooked embedment into footing (w/ stress level reduction) .
= 6.00 in
Factored Pressure = 1,155 1,735 psf Other Acceptable Sizes 8 Spacings:
Mu': Upward = 271 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S * Fr
Mu': Downward = 99 872 ft-#
Heel: None Spec'd -or- Not req'd, Mu < S * Fr
Mu: Design = 172 872 ft-#
Key: No key defined -or- No key defined
Actual 1-Way Shear = 5.20 - 14.69 psi ,
Allow 1-Way Shear = 85.00 85.00 psi
Satish Shah &Assoc., Inc
Title Wall @ Kitchen
Page:
Consulting Engineers
Job # 06-37 Dsgnr:
S. Shah Date: NOV 16,2006
3920 E. Coronado Street, Ste 203
Description....
' Anaheim, CA 92807
PHONE: (714) 632-1865 FAX: (714) 632-1314
'
This Wall in File: S:Uobs
2006106-37 Bob SmithlCalculation
Retain Pm 6.0, 23 -Sep -2002, (c)lsss-zoos Restrained Retaining Wall Design
code: 1997 UBC
Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel = lbs ft
ft-#
Axial Dead Load on Stem = 400.Olbs 1.00 ft
401.3ft-# '
• Soil Over Toe = , 110.6lbs 0.34 ft
37.0ft-#
Adjacent Footing Load = lbs ft
ft-#
Surcharge Over Toe = lbs ft
ft-#
Stem Weight = 756.01bs 1.00 ft
758.5ft-#
Soil Over Heel 895.8lbs 1.92 ft
,1,718.04
Footing Weight = 375.O1bs 1.25 ft
468.8ft-#
Total Vertical Force = 2,537.3 lbs Moment =
3,384.Oft-#
Net Moment User for Soil Pressure Calculations -212.4 ft-#
u
1
7h
if
w Satish Shah & Assoc., Inc
Q Title Wall Under Study
Page:
Consulting Engineers
1, ' Job # 06-37 Dsgnr.: -S.'Shah
Date: NOV 16,2006
3920 E. Coronado Street, Ste 203
Description....
r Anaheim, CA 92807
5
PHONE: (714) 632-1865 FAX: (714) 632-1314
1 L Oi " >
This Wall in File: SAJobs 2006\06-37 Bob
SmithlCalculation
Retain Pro 6.0, 23 -Sep -2002, (c)1989-2002 Restrained. Retaining Wall Design
Code: 1997 UBC
Criteria
Soil Data
Footing Strengths 8 Dimensions '
Retained Height = 6.50 ft
Allow Soil Bearing = 1,500.0 psf Toe Width
= 0.67 ft
Wall height above soil = 2.50 ft
Equivalent Fluid Pressure Method Heel Width
1.83
Total Wall Height = 9.00 ft
Heel Active Pressure 55.0 psf/ft• Total Footing Width'
_ 2.50
Toe Active Pressure 0.0 psf/ft Footing Thickness
_ 12.00 in
Top Support Height = 8.00 ft
Passive Pressure = 250.0 psf/ft Ke Width
Water height over heel = 0.0 ft y
= 0.00 in
Slope Behind Wal = 0.00 : 1
Key Depth
FootingIlSoil Frictior = 0.350 Key Distance from Toe
= 0.00 in
= 0.00 ft
Height of Soil over Toe = 6.00 in
Soil height to ignore,
Soil Density = 110.00 pcf
for passive pressure =' 0.00 in fc = 2,500 psi Fy = 60,000 psi
Footing Concrete Density
= 150.00 pcf
Wind on Stem = 0.0 psf
Min. As %
= 0.0012
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Surcharge Loads
Uniform Lateral Load Applied to Stem Adjacent Footing Load
;
Surcharge Over Heel = 0.0 psf
-Used To Resist Sliding & Overturning
Lateral Load= 0.0 #/ft Adjacent Footing Load =
0.0 lbs
Surcharge Over Toe 0.0 psf
Height to Top = 0.00 ft. Footing Width =
0.00 ft
Used for Sliding 8 Overturning
...Height to Bottorr = 0.00 ft Eccentricity =
0.00 in
F.
! Axial Load Applied to Stem
Wall to Ftg CL Dist. =
0.00 ft
Footing Type
Line Load
Axial Dead Load = 200.0 lbs
Base Above/Below Soil =
0.0 ft
Axial Live Load = 200.0 lbs
' at Back of Wall
Axial Load Eccentricity = 0.0 in
D 1 Summary
1,:; Masonry Stem Construction
Total Bearing Load = 2,400 lbs
Thickness = 8.00 in lfm = 1,500 psi Short Term Factor = 1.000
...resultant ecc. = 1.19 in
Wall Weight = 84.0 psf Fs = 24,000 psiEquiv. Solid Thick. = 7.600 in
Soil Pressure @ Toe = 732 psf OK
Stem is FREE to rotate at top of footing n Ratio (Es/Em) = 25.778
Soil Pressure @ Heel = 1,187 psf OK
Block Type = Normal Weight No Special Inspection
Allowable = 1,500 psf
Solid Grouted Mmax Between
Soil Pressure Less Than Allowable
@ Top Support Top & Base
@ Base of Wall
ACI Factored @ Toe = 1,044 psf
ACI Factored @ Heel = 1,692 psf
Stem OK Stem OK ^
Stem OK
Footing Shear @ Toe = 5.5 psi OK
Design height = 8.00 ft' 3.12 ft
Rebar Size_ #
0.00 ft
Footing Shear @ Heel = 13.8 psi OK
4 #' 6
Rebar Spacing = 16.00 in 16:00 in
# 5
16.00 in
Allowable = 85.0 psi
Rebar Placed at = Center Edge
Edge
Reaction at Top = 314.7 lbs
Rebar Depth 'd' = 3.75 in 5.25 in
5.25 in
Reaction at Bottom = 1,232.2 Itis
Design Data
fb/FB + fa/Fa = 0.000 0.995
0.000
Sliding Calcs Slab Resists All Slidingg !'2 lbs
=
lateral Sliding Force 1,232.
Moment .... Actua = 0.0 ft-# 1,181.7 ft-#
O.Oft #
r
Moment..... Allowable = 521.2 ft-# 1,187.2 ft-#
1,058.0 ft-#
_
Shear Force @ this height = 0.0.Ibs
847.2 lbs
i
Shear..... Actual = 0.00 psi
15.13 psi
Shear..... Allowable = 19.36 psi
19.36 psi
LFooting Design Results
Rebar Lap Required = 20.00 in 30.00 in
Toe
eel
Hooked embedment into footing (w/ stress level reduction)
= 6.00 in
Factored Pressure = 1,044 1,692 psf Other Acceptable Sizes & Spacings:
Mu' : Upward = 247 0 ft-# Toe: None Spec'd -or- Not req'd, Mu < S ' Fr
Mu': Downward = 64 819 ft-#
Mu: Design = 183 819 ft-#
Heel: None Spec'd -or- Not req'd, Mu < S ' Fr
-
Key: No key defined -or- No key defined
Actual 1 -Way Shear = 5.54 13.81 psi -
Allow 1 -Way Shear = 85.00 85.00 psi -
+
Satish Shah & Assoc., Inc
rTitle Wall Under Study ` Page:
Consulting Engineers
Job # : 06-37 Dsgnr. S. Shah Date: NOV 16,2006
3920 E. Coronado Street, Ste 203
Description.... ,
Anaheim, CA 92807
PHONE: (714) 632-1865 FAX: (714) 632-1314
This Wall in File: S:XJobs 2006106-37 Bob SmithlCalculation
Retain Pru 6.0, 23 Sep•2002, )lsas-zoo2 Restrained Retaining Wall Design
code: 1997 UBC
Summaryof Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing
Forces acting on footing soil pressure
(taking moments about front of footing to find eccentricity)
Surcharge Over Heel = lbs ft
ft {
Axial Dead Load on Stem = 400.Olbs 1.00 ft
401.3ft-#
Soil Over Toe = 36.9lbs 0.34 ft
12.3ft-#
Adjacent Footing Load = lbs ft
ft-#
Surcharge Over Toe = lbs ft
ft-# '
Stem Weight = 756.Olbs 1.00 ft
758.5ft-#
Soil Over Heel = 831.8lbs 1.92 ft
1,595.6ft-#
Footing Weight = 375.Olbs 1.25 ft
468.8ft-#
Total Vertical Force = 2,399.6 lbs Moment =
3,236.6ft-#
Net Moment User For Soil Pressure Calculations -237.0 ft-#
a
;i
q
,