07-2400 (BLCK)P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Td4t 4 4 Q"
BUILDING & SAFETY DEPARTMENT-
BUILDING
EPARTMENTBUILDING PERMIT
Application Number: t-
.,07-000 02400- Owner:
Property Address: 57175 PENINSULA LN
TAYLOR
APN: .762-150-023-
- -
57-175 PENINSULA
Application description: WALL/FENCE
LA QUINTA,.. CA 922
Property Zoning: LOW DENSITY
RESIDENTIAL
Application valuation: 3880
Applicant:
Architect or Engineer:
Contractor:
JACOBS HOMES INC,
•
P.O- BOX 692
_
LA QUINTA, CA 922
C�A(J�
(760) 777-9921
Lic. No.: 799449
' 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 Professionals Code, and my License is in full force and effect.
License Class: B License No.: 799449
Date: L--� - .Contractor:!
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031.5, Business and Professions Code: Any city or county.that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_) 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 Coder 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 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec.
7044, Business and Professions,Code: The Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
1 1 I am exempt under Sec. B.&P.C. for this reason
Date: Owner:
CONSTRUCTION.LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the
work for which this permit is issued (Sec. 3097, Civ. C.). -
Lender's Name: -
Lender's Address: _
LQPERMIT
VOICE (760) 777-7012
FAX (760) 777-7011,
INSPECTIONS (760) 777-7153
Date: 8/24/07
LN
Fi
i1 I �t�3 2` 7 u7 11 oil
WORKER'S COMPENSATION DECLARATION
I 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 STATE FUNDW,ject
Num er 756000031107
I certify that, in theork r which this permit is issued, I shall not employ any
person in any maject to the workers'. compensation laws of California,
and agreethat, ito the workers' compensation provisions of Section
3700 of the Labcomply with those provisions.
Date: P
WARNING: FAILURE TO SECURE WORKERS' CO ENSATION COVERAGE IS UNLAWFUL, AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS ($100,0001. 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 Abuildin
r cessation of work for 180 days will subject
permit to cancellation.
certify that I have read this application and state thmation is c ct. I agree to comply with all
city and county ordinances and state laws relating totion, an by authorize representatives
of thiscounty to enter upon the above-mentioned prion pu o
Date: Signature (Applicant or Agent):
Application Number 07-00002400
..Permit . . WALL/FENCE PERMIT
- Additional desc .
Permit Fee . . . .. 63.00 Plan Check
Fee
.00
Issue Date. Valuation
. . .
. 3880
Expiration Date 2/20/08
Qty Unit Charge Per
Extension
BASE FEE
45.00
2.00 .9.0000 THOU BLDG 2,001-25,000
18.00
-------------------------
Special Notes and Comments
175LF RETAINING WALLS [ENGINEERED] 2001
CBC."THIS-PERMIT IS FOR RETAINING WALL
AT SIDE OF PROPERTY ONLY, SEE PLAN.
August 24, 2007 3:30:43 PM AORTEGA
Fee summary Charged Paid Credited
Due
-----------------------------------------------
Permit Fee Fee Total •63.00 .00
----------
.00
63.00
Plan Check Total .00 .00
.00
.00
r-ranrl Tntal r.'t nn nn
nn
91 nn '
Bin #
City of .La Quinta
Building & Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address:' INWL14 !M6Owner's
Name: T
kwasxg
A. P. Number:
Address:
Legal Description:,
City, ST, Zip:
Contractor: fLoin
Address:
Telephone: F
Project Description:
City, ST, Zip:
Telephone:
9) S1
State Lic. # :
CityLic. #:
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
Construction Type:, Occupancy:
State Lic. #:
Project type (circle one): New Add'► Alter Repair Demo
Name of Contact Person:
Sq. Ft.:
# Stories:
# Units:
Telephone # of Contact Person:
Estimated Value of Project: E
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Recd
TRACKING _ PERMIT FEES
Plan Sets
Plan Check submitted
tem
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Cates.
Plans picked up
Constructicn
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2nd Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
'Grading
IN 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. Perm A Fees
55' ►20`
CITY OF LA QUINTA - PUBLIC WORKS DEPARTMENT GREEN SHEET
PUBLIC WORKS CLEARANCE FOR RELEASE OF BUILDING PERMIT
Form updated & effective 11/17/2006
Green Sheet approvals are forwarded to the Building. & Safety Department direct) b ,Public Works.
Please DO NOT submit the Green Sheet (Public Works Clearance) Packet to the Public Works Department
until. ALL requirements listed below are. complete. Incomplete applications or applications which cannot
be processed will be returned to applicant.
Developer: G r!"
Tract No_: 2gS2,2Tract-Na h fC A A. l D ✓Lot No.(s) /2
Address(s): -
The following are the requirements for Public Works Clearance to authorize issuance of a building permit
fr
❖ CUSTOM HOMES: PROVIDE ITEMS #2, #3, #4 AND #5 BELOW
❖ . TRACT HOMES:. PROVIDE ITEMS #1 #2 #3 #4 AS APPLICABLE AND #6 BELOW
COMMERCIAL BUILDINGS/OTHER: PROVIDE.ITEMS.#1 #2 #3 AND #5 BELOW
WALLS: PROVIDE ITEMS #7 BELOW
❖ SIGNS:. PROVIDE ITEMS #8 BELOW
I. Attach Pad Elevation Certificates in compliance with the approved design elevation for building
Pad. (maximum allowable deviation of - +/- 0.1 foot). Pad Elevation Certificates must be current
(within 6 months of current date). If a precise grading plan creates the pad for approval, please.
withhold green sheet submittal until a Pad Elevation Certificate can be provid3d,
CD Attach geotechnical certification of grading. plan compliance.
Attach recorded final map.showing proposed building locations are legal lots.
Attach a completed < 1 acre per lot or infill project Fugitive Dust Control project information form,
PM10 plan & agreement or provide alternative & valid City approved PM10 plane set reference
'number or hard copy plan. PM 10 plans for commercial & residential developments (beyond 1 lot)
are submitted separately with grading plans & are subject to additional requirements.
.Attach an approved precise grading plan for'the building location(s). AO flood zone developments
will require an approved flood plain development plan.�s�
6. Attach an approved rough grading
PP g g g plan for the building location(sl.
7. Attach wall plan & related approved grading.plan.�-�
8. Attach sign layout/plan & gelated precise: grading/landscape plan. J
I have reviewed and confirmed the requirements listed above as presented and find the improvements to
be sufficiently complete for construction of th proposed buildings/structures/walisrsigns on the subject
lot(s). Pursuanti.9 my findin s., the a ove pr .� ct may be released for building permi-E issuance.
Recommended by: aDated: - Z/p
A �•
Public Works Distribution: ( Green Sheet to Building & Safety counter'i'�'�L
1_) Green Sheet to Community Development
Declined for approval for reason(s) as follow(s), please correct and resubmit:
pct intormation (< 1 acre per. Lot or Infill Project) Page 1 of 3
Form updated & effective 8/25/2005
Project Information
Project Phase �
/
Project Contractor:
�
Project Phase
(Check One):
Construction
5/• l0 2S' -�.lrl7< Gly /�%/• �/ Zor'
Project Name:
Project Tract '
Number:SS'.2 2
❑ Demolition
Lot Number(s):
12.
Anticipated Start Date:
^ 2 G -7
Anticipated
Completion:
Project Street
Address:
-� ..!
Total acres in active
construction (< 1 acre
per Lot):
32_ 2 -So s • F
Project Contact
Information
Please Note: Dust control is required 24 hours a day, 7- days a week,
regardless of construction status. Person listed below is responsible
for dust control during business and non- business hours.
Name:
�• �,
Title:
t
Company Name:,r.
Mailing Address:
, p,3 So
City:
State:
Zip Code:
y2 2 7
Primary Telephone
Number:
Fax:41
2
24 Hour
Access/Emergency
Phone:
Cell Phone:
PM 10 Certificate
Number:
❖ Expanded PM 10 plans for commercial and residential developments > 1 acre are required by
the City of La Quinta.
/le
I
PM 10 1 < 1 acre per Lot or Infill Project) Fugitive Dust Control Plan Page 2 of 3
Plan updated & effective 8/25/2005
This plan shall take into account applicable SCAQMD Rule 403 regulations. Training may be obtained by
contacting SCAQMD (Sharon Zamora - Phone: (909) 396-2183.). This plan shall consist of the following
action items:
WATERING: Continuous watering is required to prevent dust and must occur a minimum of 4
times daily. Water shall be applied to .dry soils to stop:
• Visible dust emissions over 20% opacity
• Visible dust emissions that travel over 100 feet. o
• Water source 3/4 hch water meter at front (south) side cfp ad.
❖ EDUCATION: Responsible. Dust Control Individual and key y personnel shall attend SCAQMD PM 10
class and obtain PM 10 certificate number prior to construction activity.
❖ WEATHER MONITORING: Wind predictions shall be monitored.
❖ SIGNAGE: Use Coachella Valley Fugitive Dust Control Plan Handbook Construction Site Signage
Guidelines.
TRAFFIC: Construction traffic shall not be' allowed on the pad, unless absolutely necessary. If
vehicles operate on pad, pad shall be kept firm and moist through hose vuatering or sprinklers.
Fugitive Dust shall be'prevented by fencing off site to prevent unauthorizec- traffic on pad. (15
mph maximum traffic speed).
PARKING: Parking is not allowed on the pad. All vehicles must park on street (at designated
areas only).
:• TRACK OUT: Provide 24 hour street cleaning and track out. system as app-oved by City Public
Works Inspector. (No dirt on public or private roads). 'Track out shall be cleaned up within one
hour of incident.
❖ DIRT PILES: Dirt piles shall be limited to 50 cubic yards and built per Cali ornia Building Code
grading requirements. Piles shall be kept moist.or covered with tarp material. Larger'dirt.piles will
require stockpile..or grading permit.
°:• FENCING: Provide PM10 fencing. at perimeter of public roads and where applicable. Wood slat
fencing can be installed at rear, of property and return 20 feet on either side if - HOA';restrictions
apply. Block walls can replace.PM 10 fencing during the construction. phase.
•:• EQUIPMENT: Extra hoses and sprinklers shall be maintained onsite
❖ EXCAVATION MEASURES: All areas to be excavated or graded shall be pre -watered. Water shall
be applied during excavation or ,grading operations also.
❖ DUMP TRUCKS: Open top dump trucks to be wet down, moist and tarped prion to leaving site.
❖ INACTIVE SITE: Within 10 days of ceasing of activities, re -vegetate or permanently stabilize as
required.
of La Quinta - Site Specific Construction Phase PM 10 Agreement Page 3 of 3
Agreement updated & effective 8/25/2005
The signature of the property owner (or authorized representative)
❖ Shall act as his/her acknowledgement of dust control .requirements and their enforceability,
.pursuant to AQMD Rules 4p3 and 403.1;
❖ -Shall constitute and agreement to comply with all project conditions as identified in the approved
dust control plan;
The property owner (or authorized representative):
❖ Acknowledges that dust control is required 24 hours a day,.7 days a week, throughout the period
of project performance, regardless of project size or status;
❖ Shall ensure that each and every contractor/subcontractor and all other persons associated with
the project shall be in continuous compliance with all requirements of the approved dust control
plan;
❖ Shall take all necessary. precautions to minimize dust, even if additional measures beyond those
listed in the dust control plan are necessary;
Shall authorize representative of the City/County to enter upon the above mentioned property for
inspection and/or abatement purposes; and
❖ Shall hold harmless the City/County and its representatives from liability for any actions related to
this dust control plan or any City/County initiated abatement activities.
Signature of Propert>f Owner or Authorized Representative
Printed Name
Title Date
V440h/ A4 IrlC.
Company
Patel Bur'ica & Associates, Inc.
structural engineering
Structural Building Department Submittal
for Site Retaining Wall
Taylor Residence
Peninsula Park at PGA West
Lot 12, Tract #28522.
57-175 Peninsula Lane
La Quinta, California
August 22, 2007
Q�pFESS/ -
4Q�C� pfc-L J. BGl �y
No. 5715
E CITY O LA QUINTA j
BUILDING & SAFETY DEPT.
APPROVED
FO INSTRU N
PBA Job #276 -SCA
832 W. Town & Country Road • Grange, California 92868
714.547.1115 PH • 714.547.1141 FAX • www.PBAstructural.com
- .Patel Burica &Associates, Inc. Table. of Contents
,
Description
Retaining Wall Calculations
r •
F 27 — F.37
F
Title : Taylor Residence Job # 276 SCA
Dsgnr: PH Date: 10:03AM, 12 APR 07
Description: Park Peninsula - PGA West
Scope :
Code Ref: ACI 318-02,1997 LBC, 2003 IBC, 2003 NFPA 5000
User: Kw0605599, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design Page 1
(c)1983-2003 ENERCALC Engineering Software 276 see - enercalc.ecw:Calculetions
Description 4' Wall At Section I
Criteria
= 1,500.0 psf
Retained Height =
4.00 It
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
120.00 pd
r'/slo7
Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 40.0 psf/ft
Toe Active Pressure
= 40.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height. over heel
= 0.0 ft
FootingliSoil Friction
Wind on Stem - 21.0 psf Soil height to ignore
for passive pressure
Design Summa
Total Bearing Load = 2,812 lbs
...resultant ecc. = 4.54 in
= 0.300
= 0.00 in
Stem Construction
1,324 psf OK
Design height
ft =
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
6.5 psi OK
fb/FB + fa/Fa
=
Total Force @ Section
lbs =
Moment.... Actual
ft-#
Moment..... Allowable
ft-#=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Soil Pressure @ Toe =
1,324 psf OK
Soil Pressure @ Heel =
282 psf OK
Allowable =
1,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
1,624 psf
ACI Factored @ Heel =
346 psf
Footing Shear @ Toe =
7.2 psi OK
Footing Shear @ Heel =
6.5 psi OK
Allowable =.
85.0 psi
Wall Stability Ratios
1,114
Overturning =
2.77 OK
Sliding =
1.84 (Vertical Co
Sliding Calcs (Vertical Component
Used)
Lateral Sliding Force =
731.0 lbs
less 100% Passive Force- -
500.0 lbs
less 100% Friction Force= -
843.5 lbs
Added Force Req'd
= 0.0 lbs OK
....for 1.5 : 1 Stability
= 0.0 lbs OK
LFooting Design Results
0.00 in
Masonry Data
Toe
Heel
Factored Pressure =
1,624
346 psf
Mu': Upward =
1,538
718 ft-#
Mu'' Downward =
424
2,144 ft-#
Mu: Design =
1,114
1,426 ft-#
Actual 1 -Way Shear =
7.16
6.52 psi
Allow 1 -Way Shear =
85.00
85.00 psi
Toe Reinforcing =
None Spec'd
7.60
Heel Reinforcing =
None Spec'd
Key Reinforcing =
None Spec'd
psi =
Footing Strengths & Dimensions
fc = 2,500 psi Fy = 40,000 psi
Min. As % = 0.0014
Toe Width '
Heel Width
Total Footing Width
Footing Thickness
= 1.25 ft
2.25
_ 33�
18.00 in
0.913
126.0
378.0
414.0
3.0
19.4
Bar Develop ABOVE Ht. in = 24.00
Bar Lap/Hook BELOW Ht. in = 24.00
Wall Weight
Key Width =
0.00 in
Rebar Depth 'd'
Key Depth =
0.00 in
Masonry Data
Key Distance from Toe =
1.25 ft
fm
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Ip Stem
2nd
24,000
Stem OK
Stem OK
Yes
4.00
0.0C
No
Masonry
Masonry
25.78
8.00
10.0C
1.000
# 4
#
7.60
32.00
16.0C
Center
Edge
psi =
0.913
126.0
378.0
414.0
3.0
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 =
3.81
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 = Normal Weight
Concrete Data
fc
psi =
Fy
psi =
Other Acceptable Sizes 8 Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: Not req'd, Mu < S ' Fr
Key: No key defined
0.72E
441.0
1,307.E
1,801.0
5.E
19.4
30.00
6.00
104.0
7.2E
1,50C
24,OOC
Yes
Nc
25.7E
1.000
9.62
/'F-27
Title: Taylor Residence
Job # 276 SCA
Dsgnr: PH ,
Date: 10:03AM, 12 APR 07
Description : Park Peninsula
- PGA West
Scope
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580014
user: KW -0605599, Ver 5.8.0, 1 -Deo -2003 Cantilevered Retaining Wall Design
Page 2
(c)1983-2003 ENERCALC Engineering Software
276 see - enercalc.ecw:Calculations
Description 4' Wall At Section I
Summaa of Overturnins & Resistins Forces & Moments
'
...OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Fore Distance Moment
Item lbs ft ft-#
lbs ft ft-#
Heel Active Pressure = 605.0 1.83 1,109.2
Soil Over Heel =
880.0 2.79 1,898.3
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 = 126.0 8.50. 1,071.0
Soil Over Toe =
75.0 0.63 46.9
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s)
920.0 1,62 1,491.3
Total _ 731.0 O.T.M. = 2,180.2
Earth @ Stem Transitions=
Resisting/Overturning Ratio = 2.77
Footing Weight. =
737.5 1.75 1,3.78.1
Vertical Loads used for Soil Pressure = 2,811.8 lbs
Key Weight =
1.25
.
Vert. Component =
319.3 3.50 1,222.5
Vertical component of active pressure used for'soil pressure
Total =
2,8h 1.8 lbs R.M.= 6,037.2
Title: Taylor Residence Job # 276 SCA
Osgnr: PH Date: 10:1 OAM, 12 APR 07
Description Park Peninsula - PGA West
Scope:
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
User: KW0605599, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design Page 1 '
(c)1983-2003 ENERCALC Engineering Software 276 sca - enercalc:ecw:Calculations
Description
6' Ret Wall w/ 6'. Above 3/slo-)
Criteria
Soil Data
Footing Strengths & Dimensions
Retained Height
= 6.00 ft
Allow Soil Bearing = 1,800.0 psf
fc = 2,500 psi fy = 40,000 psi
Wall height above soil
= 6.00 ft
Equivalent Fluid Pressure Method
Min. As %
=
0.0014
Slope Behind Wall
0.00: 1
Heel Active Pressure - 40.0 psf/ft
Toe Width
=
1.75 ft
Toe Active Pressure = 40.0 psf/ft
Heel Width,
=
2.75
Height of Soil over Toe
= 6.00 in
Passive Pressure = 250.0 psVit
Total Footing
Width
Soil Density
= 120.00 pcf
Water height over heel = 0.0 ft
Footing Thickness
-
18.00 in
FootingllSoil Friction = 0.300
Wind on Stem
= 21.0 psf
Soil height to ignore
Key Width
=
12.00 in
for passive pressure = 0.00 in
Key Depth
=
6.00 in
Key Distance
from Toe =
1.75 It
Cover @ Top
= 3.00 in
@ Btm.= 3.00 in
Design Summary
---�
Stem Construction 0 Top
stem
2nd
3rd
Stem OK
Stem OK
Stem OK
Total Bearing Load
4,350 Ibs
Design height ft=
6.00
3.3c
0.00
...resultant ecc.
= 3.24 in
Wall Material Above "Ht" =
Masonry
Masonry
Masonry
Soil Pressure,@ Toe
= 1,314 psf OK
Thickness
Rebar Size
8.00
# 4
8.OG
# E
10.00
# 5
Soil Pressure @ Heel
= 619 psf OK
_
Rebar Spacing
32.00
16.00
16.00,
Allowable = 1,800 psf
Soil Pressure Less Than Allowable
_
Rebar Placed at -
Center
Edge
Edge
ACI Factored @ Toe
= 1,543 psf
Design Data -
fb/FB.+ fa/Fa -
0.813
0.781•
0.851
ACI Factored @Heel
= 727 psf
Total Force @ Section lbs =
126.0
268.E
841.0
Footing Shear @ Toe
= 9.9 psi OK
Moment.... Actual ft-#=
378.0
841.2
2,573.2
Footing Shear @Heel
= . 11.0 psi OK
Moment..... Allowable ft-#=
414.0
1,058.0
3,024.4
Allowable
= 85.0 psi
Shear..... Actual psi =
3.0
4.E
10.6
Wall Stability Ratios
Overturning
= 3.08 OK
Shear ..... Allowable psi =
19.4
19
38.7
Sliding
= 1,67 (Vertical Co Bar Develop ABOVE Ht. in=
•24.00
30.0C
30.00
Sliding Calcs (Vertical Component Used)
Bar Lap/Hook BELOW Ht. in =
24.00
30.00
8.93
Lateral Sliding Force
1,251.0.lbs
Wall Weight psf=
84.0
84.0
104.0
less 100% Passive Force= - 781.3 lbs
Rebar Depth 'd' in=
3.81
5.2E
7.25
less 100% Friction force= - 1,305.0 lbs
Masonry Data
Added Force Req'd
= 0.0 lbs OK
I'm psi=
1,500
1,50C
1,500
....for 1.5 : 1 Stability
= 0.0 lbs OK
Fs psi=
24,000
24,000
24,000
Solid Grouting -
Yes
Yes
Yes
Footing Design Results
Special Inspection
No
Nc
Yes
Modular Ratio'n' -
• 25.78
25.7E
25.78
Toe Heel
Short Term Factor =
1.000
1.000
1.000
Factored Pressure =
1,543 727 psf Equiv. Solid Thick.in =
7.60
7.6C
9.62
Mu': Upward =
2,731 1,931 ft-# Masonry Block Type = Normal Weight
Mu': Downward =
765 5,103 ft-# Concrete Data
Mu: Design =
1,966 3,173 ft-* rc psi= .
Actual 1 -Way Shear =
9.91 11.00 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' Fir
Key Reinforcing =
None Spec'd
Key: Not req'd, Mu < S * Fr
:3�
r
Title : Taylor Residence
Job # 276 SCA
'
Dsgnr: PH
Date: 10:10AM, 12 APR 07
!
Description : Park Peninsula - PGS. West
Scope
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003
NFPA 5000
Rev: 580014
User: KW -0605599, Ver 5.8.0, 1 -Dec -2003 Cantilevered RetainingWall Design
,
Page 2
(c)1983-2003 ENERCALC Engineering Software
276
sca - enercalc.ecw:Calculations
Description 6' Ret Wall w/ 6' Above
Summary of Overturning & Resisting Forces & Moments
....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force
Distance
Moment
Item lbs ft ft-#
lbs
ft
ft-#
Heel Active Pressure = 1,125.0 2.50 2,812.5
Soil Over Heel =.
1,380.0
3.54
4,887.5
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 = 126.0 10.50 1,3211
Soil Over Toe =
-05.0
0.88
91.9
SeismicLoad =
Surcharge Over Toe =
'
Stem Weight(s) =
1,074.6
2,11
2,267.6
Total = 1,251.0 O.T.M. = 4,135.5
Earth @ Stem Transitions=
53.4
2.50
133.5
..
Resisting/Overturning Ratio = 3.08
Footing Weight =
1,C 12.5
2.25
2,278.1
Vertical Loads used for Soil Pressure = 4,350.0 lbs
Key Weight =
75.0
2.25
168.7
Vert. Component =
E+49.5
4.50
2,922.8
Vertical component of active pressure used for soil pressure
Total =
4,Z-60.0
lbs R.M.=
12,750.2.
r
Title : Taylor Residence Job # 276 SCA
Dsgnr: PH Date: 10:13AM, 12 APR 07
Description : Park Peninsula - PGA West
Scope
Code Ref. ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
User: KW -0605599, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design Page 1
(c)1983-2003 ENERCALC Engineering Software 276 sea - enercalc.em:Celculalions
Description 8' Ret Wall w/ 6' Above
Criteria
= 1,800.0 psf
Retained Height =
8.00 ft
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00: 1
Height of Soil over Toe =
6.00 in
Soil Density =
120.00 pcf
Wind, on Stem = 21.0 psf
[Design Summary
Total Bearing Load = 6,149 lbs
...resultant ecc. = 2.34 in
Soil Data
Allow Soil Bearing
= 1,800.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 40.0 psf/ft
Toe Active Pressure
= 40.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel.
= 0.0 ft
FootingljSoil Friction = 0.300
Soil height to ignore
for passive pressure = 0.00 in
Stem Construction T
Design height ft =
Wall Material Above "Ht" _
Th'I
dk -
Soil Pressure @ Toe =
1,356 psf OK
Rebarr Size
In -
=
Soil Pressure @ Heel =
881 psf OK
Rebar Spacing
=
Allowable 1,800 psf
• Soil Pressure Less Than Allowable
Rebar Placed at
=
ACI Factored @ Toe =
1,535 psf
Design
Design Data .
+ fa/Fa
fb/FTotal
-
ACI Factored @ Heel =
997 psf
4,542 3,371 ft-#
Mu': Downward =
1,247 9,170 ft-#
Mu: Design =
Force (a3 Section
lbs =
Footing Shear @Toe =
13.3 psi OK
Moment.... Actual
ft-# =
Footing Shear @ Heel =
17.3 psi OK
Moment..... Allowable
ft-# =
Allowable =
WallRatlos
85.0 psi
Shear..... Actual
psi =
Ov=
erturning
9
3 16 OK
Shear..... Allowable
psi=
Sliding
= 1.fi4 (Vertical Co
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force
= 1,931.0 lbs
less 100% Passive Forces - 1,320.3 lbs
.less 100% Friction Force= - 1,844.8 lbs
Added Force Req'd
= '0.0 lbs OK
....for 1.5: 1 Stability
= 0.0 lbs OK
Footing Design Results
Fs
Toe Heel
Factored Pressure =
1,535 997 psf
Mu': Upward =
4,542 3,371 ft-#
Mu': Downward =
1,247 9,170 ft-#
Mu: Design =
3,296 5;800 ft-#
Actual 1 -Way Shear =,
.13.27 17.32 psi
Allow 1 -Way Shear =
85.00 85.00_ psi
Toe Reinforcing =
None Spec'd
Heel Reinforcing = # 5 @ 16.00 in
Key Reinforcing = # 4 @ 16.00 in
Footing Strengths & Dimensions
fc = 2,500 psi Fy = 60,000 psi _
Min. As % = 0.0014
Toe Width = 2.25 ft
Heel Width = 3.25
Total Footing Width = -530-
Footing Thickness = 18.00 in
0.720
111.9
298.3
414.0
4.0
19.4
Bar Develop ABOVE Ht. in = 24.00
Bar Lap/Hook BELOW Ht. in = 24.00
Wall Weight
Key Width
58.0
= 12.00 in
in=
Key Depth
Masonry Data
= 15.00 in
4,798.5
Key Distarnm
from Toe
= 2.25 ft
Fs
Cover @ T6p
= 3.00 in
@ Btm.= 3.00 in
,p Stem
2nd
3rd
4th
Stem OK
Stem OX
Stem OK
_
Stem OK
8.67
6.00
3.33
0.00
Masonry
Masonry
Masonry
Masonry
8.00
8.00
10.00
12.00
# 4
# 5
# 5
# 6
32.00
16.00
16.00
8.00
Center
Edge
Edge
Edge
0.720
111.9
298.3
414.0
4.0
19.4
Bar Develop ABOVE Ht. in = 24.00
Bar Lap/Hook BELOW Ht. in = 24.00
Wall Weight
psi=
58.0
Rebar Depth 'd'
in=
3.81
Masonry Data
1,645.4
4,798.5
fm
psi=
1,500
Fs
psi =
24,000
Solid Grouting
=
No
Special Inspection
=
No
Modular Ratio'n'
_
'25.78
Short Term Factor
=
1.000
Equiv. Solid Thick.
in=
4.90
Masonry Block Type = Normal Weight
Concrete Data
1,500
24,00[
fc
psi =
Yes
Fy
psi =
Nc
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: Not req'd, Mu < S' Fr
Key: Not req'd, Mu < S ' Fr
0.640
0.544
0.656
206.0
562.2
1,401.0
683.2-
1,645.4
4,798.5
1,058.0
3,024.4
7,319.8
3.7
7.1
15.0
19.&
38.7.
38.7
30.00
30.00
36.00
30.00
30.00
.6.00
84.0
104.0
133.0
5.2E
7.25
9.00
1,50C
1,500
1,500
24,00[
24,000
24,000
Yes
Yes
Yes
Nc
Yes
Yes
25.7E
25.78
25.78
1.000
1.000
1.000
7.6C
9.62
11.62
F3Z
'
Title: Taylor Residence
Job # 276 SCA
Osgnr: PH
Date: 10:1 MM, 12 APR 07
• "
Description : Park Peninsula
- PGA West
Scope
Code Ref: ACI 318-02,1997
UBC, 2003
IBC, 2003 NFPA 5000.
Rev: 580014
User: KW -0605599, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design
Page 2
(c)1983-2003 ENERCALC Engineering Software
276
sea - enercalc.ecw:Calculations
Description 8' Ret Wall w/ 6' Above
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Fooce
Distance
Moment
Item lbs ft ft-#'
lbs
It
ft-#
Heel Active Pressure = 1,805.0 3.17 5,715.8 `
Soil Over Heel =
2,160.0
4.38
9,450.0
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 = 126.0 12.50 1,575.0
Soil Over Toe =
.135.0
1.13
151.9
Seismicl-oad =
Surcharge Over Toe =
Stem Weight(s) =
1,254.0
2.66.
3,336.4
Total = 1,931.0 O.T.M. _ 7,290.8
Earth (ail Stem Transitions=
133.4
3.12
415.8
Resisting/Overturning Ratio 3.16
Footing Weight =
1;237.5
2.75
3,403.1
Vertical Loads used for Soil Pressure = 6,149.5 lbs
Key Weight _
187.5
2.75
515.6
Vert. Component =
1,042.1
5.50
5,731.6
Vertical component of alive pressure used for soil pressure
r
Total =
6,149.5
lbs R.M.=.
23,004.4
t
_
Title : Taylor Residence Job # 276 SCA
Osgnr: PH Date: 10:18AM, 12 APR 07
Description : Park' Peninsula - PGA West
Scope
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580014
User: KW -0605599, Ver 5.8.0, 1 -Dec-2003 Cantilevered Retaining Wall Design 276sca-enercalc.ecwPCalgcueletions
(c)1983-2003 ENERCALC Engineering Software
Description 10' Ret Wall w/ 6'Above
l3/Sb7
Criteria
= 1,800.0 psf
Retained Height
= 10.00 ft
Wall height above soil
= 6.00 ft
Slope Behind Wall
= 0.00: 1
Height of Soil over Toe
= 6.00 in
Soil Density
= 120.00 pd
Wind on Stem = 121.0 psf
Design Summary
Total Bearing Load = 8,844 lbs
...resultant ecc. 2.18 in
Soil Data
Allow Soil Bearing
= 1,800.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
- 40.0 psf/ft
Toe Active Pressure
= 40.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel
= 0.0 it
Footing Strengths & Dimensions
fc = 2,500 psi Fy = 60,000 psi
Min. As % = 0.0014
Toe Width = 2.50 it
Heel Width = 4.00
Total Footing Width = 6750-
Soil Pressure @ Toe =
Footing Thickness
=
18.00 in
FootingllSoil Friction =
0.300
# S
Soil height to ignore
Key Width =
12.00 in
for passive pressure =
0.00 in Key Depth =
24.00 in
32.00
Key Distan•38 from Toe =
2.50 ft
8.00
Cover @ T=ip = 3.00 in
@ Btm.= 3.00 in
Stem Construction
Top Stem 2nd 3rd
4th
Edge
Stem OK Stem O < Stem OK
Stem OK
Design height
ft = 10.00 6.00 3.33
0.00
Wall Material Above "Ht"
= Masonry Masonry Masonry
Masonry
Thickness
in= 8 00 10 00 12 00
16 00
Soil Pressure @ Toe =
1,589 psf OK
Rebar Size
=
# 4
# S
# 5
# 6
Soil Pressure @Heel =
1,133 psf OK
Rebar Spacing
=
32.00
16.00
16.00
8.00
Allowable = 1,800 psf
Soil Pressure Less Than Allowable
Rebar Placed at
=
Center
Edge'
Edge
Edge
5,141 9,929 ft-#
Actual 1 -Way Shear =
Design Data
esig+
Allow l -Way Shear
85.00 85.00 psi
Toe Reinforcing = None Spec'd
7.60
Masonry Block Type = Normal Weight
ACI Factored @ Toe =
1,753 psf
fa/Fa
=
0.913
0.72:
0.843
0.611ACI
Factored @Heel =
1,250 psf
Total Force @ Section
lbs=
126.0
446.0
1,015.8
2,121.0
Footing Shear @ Toe=
18.1 psi OK
Moment.... Actual
ft-#=
378.0
1,308.0
3,196.7
8,303.8
Footing Shear @ Heel =
24.8 psi OK
Moment..... Allowable
ft-#=
414.0
1,801.0
3,791.3
13,584.4
Allowable =
85.0 psi
Shear..... Actual
psi =
3.0
5.6
10.3
15.5
Wall Stability Ratios
Overturning =
1017 OK
Shear..... Allowable
psi =
19.4
19.1d
38.7
38.7
Sliding =
1.68 (Vertical Co
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force =
2,771.0 lbs
less 100% Passive Force--
- 2,000.0 lbs
less 100% Friction Force=
- 2,653.3 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Footing Design Results
24,000
Toe Heel
Factored Pressure =
1,753 1,250 psf
Mu': Upward =
6,743 5,972 ft-#
Mu': Downward =
1,602 15,900 ft-#
Mu: Design =
5,141 9,929 ft-#
Actual 1 -Way Shear =
18.06 24.76, psi
Allow l -Way Shear
85.00 85.00 psi
Toe Reinforcing = None Spec'd
Heel Reinforcing = # 6 @ 21.75 in
Key Reinforcing = # 4 @ 16.00 in
Bar Develop ABOVE Ht. in = 24.00
Bar Lap/Hook BELOW Ht. in = 24.00
Wall Weight
psf =
84.0
Rebar Depth 'd'
in=
3.81
Masonry Data
133.0
175.0
I'm
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 = Normal Weight
Concrete Data
fc
psi =
Fy
psi =
30.00
30.00
36.00
30.00
30.00
6.96
104.0
133.0
175.0
7.25
9.00
13.00
1,500
1,500
1,500
24,000
24,000
24,000
Yes
Yes
Yes
No
Yes
Yes
25.78
25.78
25.78
1.000
1.000
1.000
9.62
11.62
15.62
Other Acceptable Sizes 8 Spacings
Toe: Not req'd, Mu < S ' Fr -
Heel: #4@ 10.00 in, #5@ 15.50 in, #6@ 21.75 in, #7@ 29.75 in, #8@ 39.00 in, #9@ 4
Key: #4@.16.00 in, #5@ 24.75 in, #6@ 35.
�7 f
Tide: Taylor Residence •
Job # 276 SCA
Dsgnr: PH
Date:10:18AM, 12 APR 07
Description : Park Peninsula - PGA West
Scope:
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003
NFPA 5000
Rev: 580014
User: KW -0605599, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design
Pae 2
g
(c)1983-2003 ENERCALC Engineering Software
276 see
- enercalc.ecw:Calculations
Description 10' Ret Wall w/ 6'Above
Summary .of Overturning & Resisting. forces & Moments'
...OVERTURNING.'....
.....RESISTING.....
Force Distance Moment
Force
Distance
Moment
Item lbs ft ft-#
Ibis
ft
ft-#
. Heel Active Pressure = 2,645.0 3.83 , 10,139.2
Soil Over.Heel =
3,200.0
5.17
16,533.3
Toe Active Pressure =
Sloped Soil Over Heel =
'
Surcharge Over Toe =
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load 7
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil = 126.0 14.50 1,827.0
Soil Over Toe =
150.0
'11.25
187.5
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) =
1,857.9
2.99
5,552.0
Tota( = 2,771.0 O.T.M. _ 11,966.2
Earth @ Stem Transitions=.
346.8
3.61
1,251.6
Resisting/Overturning Ratio = 3.27
Footing Weight =
1,462.5
3.25
4,753.1
Vertical Loads used for Soil Pressure = 8,844.2 lbs
Key Weight =
300.0
3.00
900.0
Vert. Component =
1,527.1
•6.50
9,926.1
Vertical component of active pressure used for soil pressureTotal
=
8,344.2lbs
R.M =
39,103.7
Title : Taylor Residence Job # 276 SCA
Dsgnr: PH Date: 10:34AM, 12 APR 07
Description : Park Peninsula- PGA West
Scope:
Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580014
User: KW -0605599, Ver 5.8.0, 1 -Dec -2003 Cantilevered Retaining Wall Design Page . 1
(c)1983-2003 ENERCALC Engineering Software 276 sca - enercalc.ecw:Calculations
Description 12' Ret Wall w/ 6' Above ws'07
I.Criteria
= 40.0 psf/ft
Retained Height =
12.00 it
Wall height above soil =
6.00 ft
Slope Behind Wall =
0.00:1
Height of Soil over Toe =
12.00 in
Soil Density =
120.00 pcf .
Wind on Stem = 21.0 psf
Design Summary
Total Bearing Load = 11,634 lbs
...resultant ecc. = 2.07 in
Soil Data
Allow Soil Bearing = 1,800.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 40.0 psf/ft
Toe Active Pressure
= 40.0 psf/ft
Passive Pressure
= 250.0 psf/ft
Water height over heel
= 0,0 It
FootingllSoil Friction
= 0.300
Soil height to ignore
ACI Factored @ Toe. =
for passive pressure
= 0.00 in
Stem Construction .
Design height ft =
Wall Material Above "Ht" _
Thickness in =
Soil Pressure @ Toe =
1,765 psf OK
Rebar Size
=
Soil Pressure @ Heel =
1,337 psf OK
Rebar Spacing
in =
Allowable = 1,800 psf
Soil Pressure Less Than Allowable
Rebar Placed at
-
ACI Factored @ Toe. =
1,933 psi
Design Data
fb/FB + fa/Fa
=
ACI Factored @ Heel =
1,465 psf
1,933 1,465 psf
Mu': Upward =
10,356 9,419 114
Mu': Downward =
Total Force @ Section
lbs =
Footing Shear @ Toe =
23.4 psi OK
Moment.... Actual -
ft-#=
Footing Shear @ Heel =
34.5 psi OK
Moment..... Allowable
ft-#=
Allowable =
85.0 psiWall
Shear ..... Actual
psi =
ility Ratios
psi =
Fy
Overtmon9 =
3 25 OK
Shear..... Allowable
psi =
Sliding =
1.75 (Vertical Co
Sliding Calcs (Vertical Component Used)
Lateral Sliding Force , =
3,771.0 lbs
less 100% Passive Force=
- 3,125.0 lbs
less 100% Friction Force=
- 3,490.3 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 : 1 Stability =
0.0 lbs OK
Footing Design Results
annomago� ::A
13,403.3
Toe Heel
Factored Pressure =
1,933 1,465 psf
Mu': Upward =
10,356 9,419 114
Mu': Downward =
2,683 25,606 ft-#
Mu: Design =
7,672 16,187 ft-#
Actual 1 -Way Shear =
23.39 34.52 psi
Allow 1 -Way Shear =
85.00 85.00 psi
Toe Reinforcing = # 5 @ 16.00 in
Heel Reinforcing = # 7 @ 16.00 in
Key Reinforcing = # 4 @ 16.00 in
1p Stem
Stem OK
12.66
Masonry
8.00
# 4
32.00
Center
Footing :Strengths & Dimensions
fc = 2500 psi Fy = 60,000 psi
Min. As % = 0.0014
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
Cover @ Top = 3.00 in
2nd
Stem OC
10.0C
Masonry
8.0C
# 4
16.00
Edge
3rd
Stem OK
7.33
Masonry
10.00
# 5
16.00
Edge
= 3.00 ft
4.50
= 73tf
18.00 in
= 12.00 in
30.00 in
3.00 ft
Cad Btm.= 3.00 in
. 4th
Stem OK
4.66
Masonry
12.00
# 5
8.00
Edge
Bottom
Stem OK
0.00
Masonry
16.00
# 8
8.00
Edge
0.723
0.75E
0.914
0.602
0.823
112.1
206.0
562.2
1,203.5
2,986.0
299.4
6832
1,645.4
3,939.2
13,403.3
414.0
905.4
1,801.0
6,548.8
16,287.7
2.7
3.E
7.1
12.7
22.5
19.4
19.4
19.4
38.7
38.7
Bar Develop ABOVE Ht. in = 24.00
Bar Lap/Hook BELOW Ht. in = 24.00
Wall Weight'
psf=
84.0
Rebar Depth 'd'
in =
3.81
Masonry Data
8.63
84.0
Pm
psi =
1,500
Fs
psi =
24,000
Solid Grouting
=
Yes
Special Inspection
25.78
No
Modular Ratio 'n'
=
25.78
Short Term Factor
=
1.000
Equiv. Solid Thick.
in=
7.60
Masonry Block Type =
Normal Weight
Concrete Data
fc
psi =
Fy
psi =
24.00
30.00
30.00
48.00
24.00
30.00
30.00
8.63
84.0
104.0
133.0
175.0
5.25
7.25
9.00
13.00
1,500
1,500
1,500
1,500
24,000
24,000
24,000
24,000
Yes
Yes
Yes
Yes
No
No
Yes
Yes
25.78
25.78
25.78
25.78
1.000
1.000
1.000
1.000
7.60
9.62
11.62
15.62
Other Acceptable Sizes 8 Spacings
Toe: #4@ 10.00 in, #5@ 15.50 in, #6@ 21.75 in, #7@ 29.75 in, #8@ 39.00 in, #9@ 4
Heel: #4@ 7.25 in, #5@ 11.25 in, #6@ 15.75 in, #7@ 21.50 in, #8@ 28.25 in, #9@ 35
Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.
X 3 40
Title : Taylor Residence
Job # 276 SCA .
Dsgnr. PH
Date: 10:34AM, 12 APR 07
Description : Park Peninsula - PGA. West
Scope
Code Ref: ACI 318-02, 1997 LBC, 2003 IBC, 2003 NFPA 5000
Rev: 580014
User: KW -0605599, Ver 5.8.0, 1 -Dec -2003 F Cantilevered Retaining Wall Design
Page' 2
(c)1983-2003 ENERCALC Engineering Software
276
sca - enercalc.ecw:Calculations
Description 12' Ret Wall w/ 6' Above
Summary of Overturning & kesistina Forces & Moments
.....OVERTURNING.:...
.....RESISTING.....
Force Distance Moment
Force
Distance Moment
Item lbs ft ft-#.
Ibs
ft ft-#
Heel Active Pressure = 3,645.0 4.50 16,402.5
Soil Over Heel =
4,560.0
5.92 26,980.0
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 = 126.0 16.50 2,079.0
Soil Over Toe _
360.0
1.50 540.0
SeismicLoad =
Surcharge Over Toe
Stem Weight(s) =
2,-420.3
3.50
Total = 3,771.0 O.T.M. _ 18,481.5
Earth @ Stem Transitions=
427.0
•7,421.8
4.07 1,739,2
Resisting/Overturning Ratio = 3.25
Footing Weight =
1,687.5
3.75 6,328.1
Vertical Loads used for Soil Pressure = 11,634.2 lbs
Key Weight =
375.0
3.50 1,312.5
. 4 .Vert.
Component = .
2, X04.4
7.50 15,783.3
Vertical component of active pressure used for soil pressure
Total =
,
11,634.2
lbs + R.M.= 60,104.8
i.