BLCK (07-0461)52357 Madison St
07-0461
P.O. BOX 1504
78-495 CALLE TAMPICO
LA QUINTA,'CALIFORNIA 92253
Application Number: 07-00000461
Property Address:` 52357 MADISON ST
APN: 777-070.-032-
Application
77-070.-032 Application description: WALL/FENCE
Property Zoning: LOW DENSITY RESIDENTIAL
Application valuation: 15150
Applicant:
J, $T ep Matav I•LG
cW955 Ave. *:9-
1-4 r0al✓ZA,, CA
CG Zr.4 riorGy
BUILDING & SAFETY DEPARTMENT
BUILDING PERMIT
Architect or En6-1
gineer:
C o lGLgS f1'/L-T'y
s - 3GBl
--------------------------------------------------
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: 13 C29 License No.: 820821
Date: Contractor: _
OWNER -BUILDER DECLARATION
'I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the
following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to
construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the
permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State
License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or
that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by
any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
1 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and
the structure is not intended or offered for sale (Sec. 7044; Business and Professions Code: The
Contractors' State License Law does not apply to an owner of property who builds or improves thereon,
and who does the work himself or herself through his or her own employees, provided that the
improvements are not intended or offered for sale. If, however, the building or improvement is sold within
one year of completion, the owner -builder will have the burden of proving that he or she did not build or
improve for the purpose of sale.).
I, as owner of the property, am exclusively contracting with licensed contractors toconstructthe project (Sec.
7044, Business and Professions Code: The, Contractors' State License Law does not apply to an owner of
property who builds or improves thereon, -and who contracts for the projects with a contractor(s) licensed
pursuant to the Contractors' State License Law.).
( 1 I amexemptunder Sec. , BAP.C. for this reason
OL /94•J
Date: 0-6 ner.
CONSTRUCTIM LENDING AGIiY
I hereby affirm under penalty of perjury that there is a construction lending agency for the
work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
LQPE%-,IIT
VOICE (760) 777-7012
FAX (760) 777-7011
INSPECTIONS (760) 777-7153 .
Date: 3/28/07
Owner:
CVWD
P.O BOX 1058
COACHELLA, CA 92236
Contractor: k92
A U
MCD CONSTRUCTION ,
49881 29 PALMS HI IAfI 30 2OOi
MORONGO VALLEY, C15 H„
(760) 363-7740 CITYOF LAQUINTA
Lic. No.: 820821 .,
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations: -
I have and will.maintain a certificate of consent to self -insure for workers' compensation, as provided
for by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. -
I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor
_ Code, for the performance of the work for which this permit is issued. My workers' compensation
insurance carrier and policy number are: -
Carrier STATE FUND Policy Number 0442271205
1 certify that, in the performance of the work for which this permit is issued, I shall not employ any
person in any manner so as to become subject to the workers' compensation laws of California,
and agree that, if I should become subject to the workers' compensation provisions of Section
37700000 of the Labor Co all fo with PIy_with those provisions.
Datel T-( Applicant: LAII
WARNING: FAILURE TO SECURE WORKERS' CO SATION COV2! I
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 that I have read this application and state that the above information is correct. I agree to comply with all
city and county ordinances and state laws relating to building construction, and hereby authorize representatives
of this county to enter upon the above-mentioned property( spectio5,inrposes,,,,/- K
Application.Number 07-00000461
-Permit. . . . . . . WALL/FENCE PERMIT
Additional desc BLOCK WALLS @ CVWD WELL SITE
Permit Fee 171.00 Plan Check
Fee
.00
Issue Date . . . Valuation
15150
Expiration Date 9/24/07
Qty Unit Charge Per
Extension
BASE FEE
45.00
14.00 9.0000 THOU BLDG 2,001-25,000
126.00
-----------------------------------------------------------------------------
Special Notes and Comments
PERIMETER BLOCK WALLS AT CVWD WELL SITE
NO.2. 155 LIN.COMBO WALL W/6FT. MAX
RETAINING & 55 LIN FT. 6FT GARDEN WALL
ALONG -MADISON STREET. 396 LIN. FT.
COMBO WALL= 6FT'MAX RETAINING
W/6F.T.GARDEN WALL. 2001 CBC. [DEVELOPER
IS EAST OF MADISON, LLC)
Other Fees . . . . .. .. HOURLY PLAN CHECK
157.50
STRONG MOTION (SMI)
- COM
3.06
Fee summary Charged Paid Credited
Due.
Permit Fee Total 171.00 .00
.00
171.00
Plan Check Total -.00 .00
.00
.00
Other Fee Total 160.56 .00
.00
160.56
Grand Total 331.56 .00
.00
331.56
LQPERiN11T
} :: - P eG3e yt3 i:✓ .r P jG vc 7.T' •.l r, i,:v - ' +' ,,-,
Bin # 11 r L l •} ^ - ' .. .
. C►ty' .of La Quinta
Building BL.Safe Di"
Ir -Safety vision
Pennit #'
P.O. Box 1504, 78.495 Calle Tampico
6 La uinta ''
Q , CA 92253 - (760) 777-7012
d Building
b 'Y' Permit Applicatioti,and Tracki•ng.Shee
4
Project Address: 07 me: -
A.
Owner's Name:
A. P. Nimber:
4 : +1. Address: SS
Legal Descriptio
Ik Ply, ST, Zip: 6L
Contractor
r II t i'15 Telephone:
Address L _ Project Description:
City, ST, Zip:
Telephone:
MMI
State Li(!. # CityG. ,
Lic.
11 DdcL.
Arch., E;ngr., Designer -
-
Address: 5SN
f
City; STlzip:
Telephone ►
ctioa Type: cy..
State Lic. #:
u Project type (circle one): Pie Ad¢'n Alter • Repair Demo - r
_ Name of;Contact Person: C j _
li i if/ %7r Sq. Ft : 37 #Stories:' : #
Units:
Telephone # of Contact Person: B9?_c--
` : Estimated Value of Project: ni7
All CANT: DO NOT WRITE BELOW THIS UNE
#Salimittal Req'd Recd . f '
TRA MG'
iR PERMIT FEES
Plan Sets Plan
Check .
submitted ' *47'Item
Amount .
fractural Calcs. Review y ,
ed, read for corrections S ' Plan Check Deposit
Tress Cales. ' Called Contact Person
$ Plan Check Balance
Energy Calcs. Plans Picked.up '
Construction
Fhod plain plan Plans resubmitted /
it / 6 Mechanical
Gruding.plaa' ,; .
2 Review, ready for correcdo sue
. LC6 Electrical '
,
Sub contactor List Called Contact person
Plumbing .
Grant Deed Plans picked up S.M L
{ . ILO.A. Approval ti
Plans resubmitted
Grading
IN IiOUSE: '"' Review, ready for.corrections/ ssue
Developer Impact Fee
Planning Approval Called Con '
tact person A.I.P.P.
Pub{l Wks. Appr ' .Date. o[permit issue 3
it 9 2
School Fees
.I
4
'9 •. . .. Total PerFees _ 3 , ✓ -.
> t. 002-T" .3127 67 . .
R IUrL 1 ,c.E X23 %
-7 i o 7 5'rR. APP2oURBl.
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.J.
{ Slad-den Engineering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 •' (714) 523-0952 Fax (714) 523-1369
E4' 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760)-772-3895 '
.,,
January 28, 2005Project No. 044-4810
,.
t 00=01-101
I
East of Madison, LLC
1'81-100 Avenue 53
La Quinta, California 92253
+ 'Attention: Mr. John Gamlin
Project:. Madison Club
Tentative Tract. Map 33076
dl NEC Avenue 54 and Madison Street
La Quinta, California
Subject: Geotechnical Investigation
!p Presented herewith.is the report of our Geotechnical Investigation conducted for the construction of the'
proposed golf club and residential development to be located on the northeast corner of Avenue 54 and
i Madison Street in the City of "La Quinta, California. The investigation was performed in order to`provide
recommendations for site preparation and to assist in foundation design for the proposed residential "
structures and the related site improvements.
This report presents the results of our field investigation and laboratory testing along with conclusions:.
and 'recommendations for foundation design and site preparation. This report completes our original
scope of services as outlined within our proposal dated December 13, 2004.
il'.We appreciate the opportunity to provide -service to you. on this project. If you have anv questions
it regarding this report, please contact the undersigned `
Respectfully submitted,
I SLADDEN ENGINEERING ,Fc
!I Brett L. Andersonl
j! Principal Engineer
I SER/pc
j Copies: 6/East of Madison, LLC
al
TABLE OF CONTENTS
INTRODUCTION ................................................................... .................................... .........................
SCOPEOF WORK .......... ................. ........................................................................................................
...
PROJECT DESCRIPTION ...................... .................................... ............... I ........................................
'GEOLOGY AND SEISMICITY ....................... ................. ; ................. ........... .....................
2
SUBSURFACE CONDITIONS' ...............................................................................................................
3
LIQUEFACTION
............ .........................................................................
3
CONCLUSIONS AND RECOMMENDATIONS.....
3
.................................... I .............
Foundation Design ..................................................
4
Settlements ............. .................................................................................................................. ........
LateralDesign ................................................................................ , .....................................................
RetainingWalls..:...::.:.::.........:..........::. I ................................................................................................
5
Expansive Soil ........ I ...................... I ................... ............................ :
11
........................ .......................
Concrete Slabs-on-..Grade
.................... !, ................. .......... ............. : ................................. i .........
SolubleSulfates .......:................:...........................•... ............................................. . .............
5.
6
Tentative Pavement Design ... ; ...................... I ........... ..................................... .............
......................
6
Shrinkage and Subsidence ....................................... .................................................... : .......................
61.
General Site Grading .....................
. ........... .......................... : ....................... ..................................... ;-
.
6
1. Site Clearing .......................................... w ............................................. : ........... ..
.........................
6'
2. Preparation of Building and Foundation Areas.... ........................................................
7,
3. Placement of Compacted Fill ...................................... ......... .................... .....................
.
.
4. Preparation of Slab and Pavement Areas... ....................... .............. ............ : ......
7
-5. Testing and Inspection ....................... ....... ..........................................................................
7
GENERAL .................................. ...................................................................................
8
REFERENCES .................. . ....................... ...............................................................................................
9
APPENDIX A - Site Plan and Boring Logs;,
Field Exploration
APPENDIX B - Laboratory Testing
Laboratory Test Results
APPENDIX C - 2001 California Building Code with 1997 UBC Seismic Design Criteria
60
January 28, 2005 -1- Project No. 544-4810
INTRODUCTION -
This - report presents the results of our Geotechnical Investigation .performed in order to provide
.,recommendations for site preparation and to assist in the design and construction of the foundations for
the single-family residences proposed for the Madison Club golf course and residential development.
The project site is located on the northeast corner of Avenue 54 and Madison Street in the City of La.
jQuinta, California. The preliminary plans indicate that the proposed project will include an 18 -hole golf
course, clubhouse, and approximately 200 single-family residences along with various associated site
improvements. The associated site improvements are expected to include: paved roadways, concrete
driveways and patios, underground utilities,' and landscape areas.
SCOPE OF WORK
The purpose of our investigation was to determine certain engineering characteristics of the near surface
soil on the site in order to develop recommendations for foundation design and site preparation. Our
iinvestigation included field exploration, laboratory testing, literature review, engineering analysis and
the preparation of this report. Evaluation of hazardous materials or other environmental concerns was
j not within the scope of services provided. Our investigation was performed in accordance with
contemporary geotechnical engineering principles and practice.. We do not make other warranty, either
express or implied.
ii
PROJECT DESCRIPTION
The project site is located on the northeast corner of Avenue 54 and Madison Street in the City of La
Quinta, California. It is our understanding that the project will consist of an 18 -hole golf course,
!r clubhouse, and -approximately, 200 single-family residences along with various associated site
P.
Improvements. . It is our understanding that the proposed residences and clubhouse will be of relatively
lightweight wood -frame construction and will be supported by conventional shallow spread footings and
concrete slabs on grade... The associated improvements will include paved roadways, concrete walkways,
patios, driveways, landscape areas and various underground utilities.
The majority of the subject site is presently"Vacant'. The site includes several agricultural parcels as well
, as undeveloped desert land.- Large tamarisk trees exist along the majority of the property lines within the
southeastern portion of the site. The majority of the eastern portions of the property have been
previously used for agricultural purposes. The property is level throughout and is near the elevation of
the adjacent properties and'roadways. A horse ranch occupies the southeast corner of the site. The ranch
contains several residential structures and various outbuildings. Fenced pastures occupy most of the
ranch. Several other residences and structures exist at locations throughout the site. Avenue 54 forms the
southern site boundary, Monroe Street forms the eastern site boundary, and Madison Street forms the
western site boundary. The Hideaway development is located just west of the site.
i
Sladden Engineering
i
January 28, 2005 -2- Project No. 544-4810
05-01-101
Based .upon our previous experience with lightweight. residential structures, we expect that isolated
column loads will be less than 30 kips and wall loading will .be less than to 2.0kips per linear foot:;.
Grading is expected to include minor cuts and fills to match the nearby elevations and to, .construct
j, slightly elevated building pads to accommodate site drainage. Extensive cuts are proposed for several• of
the golf holes with the preliminary plans indicating cuts in excess of 40 feet within some of'the golf holes.
This does not include removal and recompaction of the bearing soil within the building areas. If the
anticipated foundation loading orsite grading ' varies substantially from, that assumed 'the
', recommendations included in this report should be reevaluated.
GEOLOGY AND SEISMICITY
The project site is located within the central, Coachella Valley that is part of the broader Salton Trough
geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf
of California to the Banning Pass Structurally the Salton Trough is dominated by several northwest
trending faults, most notable of that is the San Andreas system.
A relatively thick sequence of sedimentary rocks have been deposited in the Coachella Valley portion of.
it the Salton Trough from Miocene to present times. These sediments are predominately. terrestrial in
nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella
';i .Valley are composed primarily of Precambrian metamorphic and Mesozoic granitic rock.
I' The Coachella Valley is situated in one of the more seismically active areas of .California. The San
Andreas fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0
I and because of its proximity to the project site the distance of approximately 9.2 kilometers should be
f considered in design fault for the project.
it
Seismic activity along the nearby faults continues to affect the area and the Coachella Valley is considered
one of the more seismically active regions in California. A computer program and pertinent geologic
literature were utilized to compile data related to earthquake fault zones in the region and previous
i' seismic activity that may have affected the site. E.Q. Fault Version 3.00 (Blake) provides a compilation of
data related to earthquake faults in the region. The program searches available databases and provides
both distances to causitive faults and.the corresponding accelerations that may be experienced on -the site
because of earthquake activity .along these faults.. The attenuation relationship utilized for this project
was based upon Joyner & Boore (2001) attenuation curves. The information -generated was utilized in our
liquefaction evaluation
i' The site is not located in any Earthquake Fault zones as designated by the State but is mapped in the
County's Liquefaction and Ground Shaking Hazard .Zone V. Several significant seismic events have.
occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs
1948 (6.5 Magnitude), Palm Springs 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude),
II Landers - 1992 (7.5 Magnitude) and Big Bear - 1.992 (6.6 Magnitude).
ak -
'January 28, 2005 -3-
Project No. 544-4810
1` 05-01-101
SUBSURFACE CONDITIONS
The soil underlying the site consists primarily of fine-grained silty sands with scattered prominent sandy.
clay and sandy silt layers. As is typical for the area, the silty sand and sandy silt layers are inconsistently
interbedded and vary in thickness. Silty sands were the most prominent soil within our exploratory
borings but several prominent sandy silt and clayey silt layers were also encountered.
i
The silty sands encountered near. the existing ground surface appeared somewhat loose but. the deeper
silty sand and sandy silt layers appeared relatively firm. Relatively undisturbed samples indicated dry
,density varying from 84 to 121 pcf. Sampler penetration resistance (as measured by field' blowcounts)
indicates that density generally increases with depth. The site soil was dry.on the surface and moist
below a depth of approximately 5 feet but some silty layers were typically wet. Laboratory testing
indicated moisture content varying from 1 to 33 percent.
Laboratory testing indicates that the surface soil within the upper 5 feet consist primarily of silty sands.
Expansion testing indicates that the surface silty sands are generally non-expansive and are classified as
very low" expansion category soil in accordance with Table 18-I-B of the 1997 Uniform Building Code.
+groundwater .was encountered within our borings at depths of approximately 51 to 79 feet below the
i xisting ground surface. Groundwater should be considered in design and construction.
'I
LIQUEFACTION
i.
Liquefaction occurs with sudden loss of soil strength because of rapid increases in pore pressures within
c_ohesionless soil as a result of repeated cyclic loading during seismic events. Several conditions must be
present for liquefaction to occur including; the presence of relatively shallow groundwater, generally
loose soil conditions, the susceptibility of soil to liquefaction based upon grain-size characteristics and the
generation of significant and repeated seismically induced ground accelerations. Liquefaction affects
primarily loose, uniform grained cohesionless sands with low relative densities.
i
In the case of this project site, several of the factors required for liquefaction to occur are not present. As
reviously indicated, groundwater was.encountered within our borings at depths of approximately 51 to
'.'9 feet below the existing ground surface on the site. Because of the depth .to groundwater, the potential
f; or liquefaction affecting the site is considered negligible.
P
i
CONCLUSIONS AND RECOMMENDATIONS
r
rf
F;ased upon our field investigation and laboratory testing, it is our opinion that the proposed golf course,
clubhouse, and residential development is feasible from a soil mechanic's standpoint provided that the
recommendations included in this report are considered in building foundation design and site
preparation. Because of the somewhat loose.condition of the near surface soil, remedial grading is
recommended for the building areas. We recommend that remedial grading within the proposed
Lilding areas include the overexcavation and recompaction of the :primary foundation bearing soil.
Specific recommendations for site preparation are presented in the Site Grading section of this report.
Sladden Engineering
T,
January 28, 2005 -4- Project No. 544-4810 .
-101
j Based upon the depth to groundwater and the generally firm condition of the deeper sand layers; it is our
opinion that the potential for liquefaction affecting the site is negligible. The remedial grading
recommended for building areas will result in the construction of a uniform. compacted soil mat beneath
all footings. In our opinion, liquefaction related mitigation measures in addition to the site grading And
foundation design recommendations included in this report should not be necessary.
h
The site is located in one of the more seismically active areas in California. Design professionals should
i; be aware of the site setting and the potential for earthquake activity during the anticipated life of. the
li structure should be acknowledged. The accelerations that may be experienced on the site (as previously
discussed) should be considered in design. The seismic provisions included in the Uniform Building
Code for Seismic Zone 4 should be considered "the minimum design criteria. Pertinent 1997 UBC Seismic
Design Criteria is summarized in Appendix C.
ii
ii -
i,F Caving did occur within our borings and -the potential for caving should be expected within deeper
5 excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation
criteria. On the basis of our observations of the materials encountered, we anticipate that the near surface
i silty sands will be classified by CalOSHA as Type C. Soil conditions should be verified in the field by a
"Competent person" employed by the Contractor.
The near surface soil encountered during our investigation was found to be non expansive. Laboratory
testing indicated an Expansion Index of 0 for the surface silty sands that corresponds with the "very low"
expansion category in accordance with UBC Table 18-1-B.
The following recommendations present more detailed design criteria which have been developed on the
basis of our field and laboratory investigation. The recommendations are based upon non -expansive soil
criteria.
Foundation Design: The results of our investigation indicate that either conventional shallow
continuous footings or isolated pad footings that are supported upon properly compacted soil,
may be expected to provide adequate support for the proposed structure foundations.. Building
pad grading should be performed as described in the'Site Grading Section of this report to
provide for uniform and firm bearing conditions for the structure foundations.
Footings should extend at least 12 inches beneath ,lowest adjacent* grade. Isolated square or
rectangular footings should be at least two feet square and continuous footings should be at least
12 inches wide. Continuous footings may be designed using an allowable bearing value of 1500
pounds per square foot (psf) and isolated pad footings may be designed using an allowable
bearing pressure of 1;80.0.psf. Allowable increases of 250 psf for each additional 1 foot of width
and 250 psf for each additional 6 inches of depth may be utilized if desired. The maximum
allowable bearing pressure should be 509Jpsf. The allowable bearing pressures are applicable to
dead and frequently applied live loads. The allowable bearing pressures may be increased by 1/3
to resist wind -and seismic loading. Care should be taken to see that bearing or subgrade soil is
not allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the
building area should be rapid and complete.
Sladden Engineering
January 28, 2005 -5 Project No. 544-4810.
05-01-101
.The recommendations provided in the preceding paragraph are based on the assumption that all
footings will be supported upon properly compacted engineeredfill soil. All grading should be
performed under the testing and inspection of the Soil Engineer or his representative. Prior to
the placement of concrete; we recommend that the footing excavations be inspected in order to,
verify that they extend into compacted soil and are free of loose and disturbed materials.
Settlements: Settlements resulting from the anticipated foundation loads should be minimal
provided that the recommendations included in this report are considered in foundation design
and construction. The estimated ultimate settlements are calculated to be approximately one inch
when using the recommended bearing values. As a practical matter, differential settlements
between footings can be assumed as one-half of the total settlement.
Lateral Design: Resistance to lateral loads can'be provided by a combination of friction acting at
the base of the slabs or foundations and passive earth pressure along the sides. of the foundations.
A coefficient of friction of 0.40 between soil and concrete may be used with consideration to -dead .
load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may
be used for the sides of footings that are poured against properly compacted native or approved
non -expansive import soil. Passive earth pressure should be ignored within the upper 1 foot
except where confined (such as beneath a floor slab).
Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction.
Lateral pressures for use in retaining wall design can' be estimated using an equivalent fluid
weight of 35-�z-pcf for level free -draining native backfill conditions. For walls that are to be
r
restrained at the top, the equivalent fluid weight should be increased to ,55 <&fifor level free -
draining native backfill conditions. Backdrains should be provided for the full height of the
walls.
Expansive Soil: Because of the prominence of "very low" expansion category soil near -the
surface, the expansion potential of the foundation bearing soil should not be. a controlling factor
in foundation or floor slab design. Expansion potential should be reevaluated subsequent to
grading.
Concrete Slabs -on -Grade: All surfaces to receive concrete slabs -on -grade should be underlain by
a minimum compacted non -expansive fill thickness of 24 inches, placed as described in the Site
Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or
where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor
barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to
reduce the possibility of puncture and to aid in obtaining uniform concrete curing.
Reinforcement of slabs -on -grade in order to resist expansive soil pressures should not be
necessary. However, reinforcement will have a beneficial effect in containing cracking because of
concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all
concrete slabs -on -grade. Slab reinforcement and the spacing of control joints should be
determined by the Structural Engineer.
Sladden Engineering
January 28, 2005 76 -.Project No. 544-4810
(,
'05-01,
-101
j!r Soluble Sulfates: The soluble sulfate concentration's of the surface soil, have not yet been'
determined but native soil in the area has been known'to be potentially corrosive with respect to
' concrete. The. use of Type V cement and specialized sulfate resistant concrete mix designs maybe f s
necessary for concrete in contact with the native soil. -
i Tentative Pavement Design: All paving should be underlain by a minimum . compacted fill
k thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site
r
Grading Section of this report. R -Value testing was'not conducted during our investigation but
based upon the sandy nature of the surface soil, an R -Value of approximately 50 appears
appropriate for preliminary pavement design. The following preliminary onsite pavement
section is based upon a design R -Value of 50.
Onsite Pavement (Traffic Index = 5.0)
( Use 3.0 inches of asphalt on 4.5 inches of Class 2 base material
j Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of
CalTrans Standard Specifications, January 1992. Asphaltic concrete should conform to Section 39
N, of the CalTrans Standard Specifications. The recommended sections should be provided with a
yl' ' uniformly compacted subgrade and precise control of thickness and elevations during placement.
4 Pavement and slab designs are tentative 'and should be confirmed at the completion of site
i grading when the subgrade soil is in-place. This will include sampling and testing of the actual
subgrade soil and an analysis based upon the specific traffic information
Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced
as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary
offrom 20 to 25 percent. Subsidence of the surfaces that are, scarified and compacted should be
w between 1 and 3 tenths of a foot. This will vary depending upon the type of equipment used, the
moisture content of the soil at the time of grading and the actual degree of compaction attained.'
l These values for shrinkage and subsidence are exclusive of losse,s that will occur because of the
i stripping of the organic material from the site and the removal of oversize material. The
shrinkage losses are suspected to be somewhat less within areas where deeper cuts (more than 20
i
feet in depth) are planned.
i
General Site Grading: All grading should be performed in accordance with' the grading
ordinance of the City of La Quinta, California. The following recommendations have been
developed on the basis of our field and laboratory testing and are intended to provide a uniform
compacted mat of soil beneath the building slabs and foundations.
(' 1. Site Clearing: Proper site clearing will be very important. Any existing vegetation,
f slabs, foundations, abandoned underground utilities or irrigation lines should be
removed from the proposed building areas and the resulting excavations should be
+ properly backfilled. Soil that is disturbed during site clearing should be removed and
replaced as controlled compacted fill under the direction of the Soil Engineer.
it
Sladden Engineering
2.
-7- Project No. 544-4810
05-01-101
;f
Preparation of Building and Foundation Areas: In, order to provide adequate and
uniform bearing conditions, we recommend overexcavation throughout the proposed
residential building areas. - The building areas should be overexcavated to a depth of ai
least 3 feet below existing grade or 3 feet below the.bottom of the footings, whichever is'
deeper. The exposed soil should then be scarified to a depth of 1 -foot, moisture
conditioned and recompacted to at least 90 percent relative compaction:' The excavated,
material may then be replaced as engineered fill material as recommended below.
3. Placement of Compacted Fill: Within the building pad areas, fill materials should be
spread in thin lifts, and compacted at near optimum moisture conterit.to a minimum of.
90 percent relative compaction. Imported fill material shall have an Expansion Index not
exceeding 20.
The contractor shall notify the Soil Engineer at least 48 hours in advance of importing soil
in order to provide sufficient time for the evaluation of proposed import materials. The
contractor shall be responsible for delivering material to the site that complies with the
project. specifications. Approval by the Soil Engineer will be based upon material
delivered to the site and not the preliminary evaluation of import sources.
Our observations of the materials encountered during our investigation indicate that
compaction within the native soil will be most readily obtained by means of heavy
rubber tired equipment and/or sheepsfoot compactors. ,The moisture content of the near
surface soils was somewhat inconsistent within our borings. In general, the sandy soils
are dry and well below optimum moisture content but some of the deeper silt lavers
were wet. It is likely. that wet silt/clay layers will be encountered during grading .
particularly in irrigated areas where deep cuts are planned. A .uniform and near
optimum moisture content.should be maintained during fill placement and compaction.
4. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or
exterior concrete slabs -on -grade, should be underlain by a minimum compacted fill
thickness of 12 inches. This may be accomplished by a combination of overexcavation,
scarification and recompaction of the surface, and replacement of the excavated material
as controlled compacted fill. Compaction of the slab and pavement areas should be to a
minimum of 90 percent relative compaction.
5. Testing and Inspection: During grading tests and observations should be performed by
the Soil Engineer or his representative in order to verify that the; grading is being
performed in accordance with 'the project specifications. Field density testing shall be
performed in accordance with applicable ASTM test standards.
The minimum acceptable degree of compaction shall be 90 percent of the maximum dry
density as obtained by the ASTM D1557-91 test method. Where testing indicates
insufficient density, additional compactive effort shall be applied until retesting indicates
satisfactory compaction.
Sladden Engineering
January 28, 2005 1 --8- P.rolect No 544-4810
05-01 101
GENERAL
The findings and recommendations presented in this report are based upon an interpolation of 'the soil'
jl conditions between boring locations .and extrapolation. of these conditions throughout the proposed
Il building area. Should conditions encountered during grading appear different than those indicated in
this report, this office should be notified.
j. •
This report -is considered to be applicable for use by East of Madison, LLC, for the specific
site and project
described herein. .The use of this report by other parties or for other projects is not authorized. .The
recommendations of this report are contingent upon monitoring of the grading operations by a
f representative of Sladden Engineering. All recommendations are considered to be tentative pending our
review of the grading operations and additional testing, if indicated. If others are employed to perform .
any soil testing, this office should'be notified prior to such testing in order to coordinate any required site
visits by our representative and to assure indemnification of Sladden Engineering.
We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The
1: purpose of this meeting will be to assure.a complete understanding of the recommendations presented in
this report as they apply to the actual grading performed.
I. •
f
' II
i
I Sladden Engineering
January 28, 2005 Project No 544-4810 ~-
;
1.
05-01-.10.1.''.
REFERENCES
ASCE; Journal of Geotechnical Engineering Division, April 1974. r ,.
13
Boore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Accelerations from North American
f Earthquakes, U. S. Geological Survey, Open File Reports. 94-127 and 93-509.
Finn,. W. E. Liam, (1996) Evaluation of Liquefaction Potential for Different. Earthquake Magnitudes and Site,
Conditions, National Center for Earthquake Engineering Research Committee..
-Joyner and Boore, (1988) Measurements, Characterization and Prediction of Strong Ground Motion, ASCE
Journal of Geotechnical Engineering, Special Publication No. 20.
Lee & Albaisa (1974) -"Earthquake Induced Settlements in Saturated Sands".
Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering
Research Institute Monograph.
' Seed, Tokimatsu, Harder and Chung, (1985), Influence of SPT Procedures in Soil Liquefaction Resistance
. Evaluations, ASCE Journal of Geotechnical Engineering, 'V6lume 111; No. 12, December.
,.Rogers, Thomas H., Geologic Map of California,. Santa. Ana Map.Sheet.
11 RiversideCounty, 1984, Seismic Safety Element of the Riverside County General -Plan
t
lk
a n • o
Sl dde Enaouteeruib
APPENDIXA
I
Madison Club -The Hideaway
+'
NEC Avenue 54 & Madison Street, La Quinta
Date:
12/13/2004
Boring No. 1
Job Number:'
54448
- -
e
o
o
N
.
y
3
a
sI .o
_
0
A
U
pa
Description
°
:2
o
Remarks'
0Native
Soil-, :. .
_
5
0
10
15
20
I
E
t,.
25
6/4/6
Sand: Fine to Medium Grained and Sandy Silt Layer - 2"
SP
1 1
---
Grey in color
30
i
5/6/7
Clayey Silt
ML
6
64
Grey in color
35
9/13/10
Sand: Fine to Medium Grained Layer --9" and Sandy Silt
SP
2
10
Grey in color
it
i
40
'' w
10/10/8
Silty Sand: Fine Grained
SM
2
14
Grey in color
C
No; ;.1
"
45
8/10/8
Silt and Clay: Interbedded_ Thin Lenses
ML
6
---
Grey in color
50
11/16/21
Sand: Fine to Medium Grained
SP
3
8
Grey in color,
1
I
Sladden Engineering
Sladden Engineering
55
8/9/1 T
. Sand: Fine to Medium Grained and Sandy`Silt Laver-2"
SP .
4,
6
Brownish Gr in colo
60
Grey in color
IL
3/3/4
Clayey Silt ,.
ML
27
77
65
10/7/8
Sand: Fine to Medium Grained Layer —9" and Sandy Silt
SP
23
---
Grev in color
70
Dark Grey in color
11/13/16
Silty Sand: Fine. Grained
SM
26 '.
22
JI
.r
,k
'
75
Dark Grey in color
AL
7/9/12
Silt and Clay: Interbedded Thin Lenses • .
'ML.
33
72
-
Groundwater,@ •- 78 Feet
80
5/7/8
Clayey Silt
-ML'
32
70
Brownish Grey in color
85
6/10/10
Sample Not Recovered
-
Note: The stratification lines
represent the approximate
95
boundaries between the soil
i'
types; the transition may be
gradual.
-
Total Depth = 90 Feet
100
Groundwater encountered
•
Bedrock not encountered
is
x • -
Sladden Engineering
I
!; .
i Madison Club -The. Hideaway
NEC Avenue 54 &Madison Street,'La Quinta
Date: 12/18/2004 Boring No.2 Job Number: " 5444810
0
0
o
o
0
Ca
rn
Descri
U
pa -
tion
r°
j
o
Remarks
0
i4j..
alive Soil
it
5
3/3/3
Silty Sand`. Fine Grained
SM
2
---
Light Grey in color
'II
'
10
MR II
; ,;, I
5/6/7
Silty Sand: Fine Grained
SM
1
---
Light Brown in color ,
15
3/4/6
Silt
ML
9
97
Tan in color
h
20
4/5/7
Sandy Silt and Silt Layers
ML
11
81
Tan in color
25
ii p5''
5/6/7
Silty Sand: Fine Grained
SM
2
24
Greyish Brown in color
....:.....:.
30
3/5/9
Sandy Silt and Silt Layers
ML
5
64
Light Brown in color
35
4/5/7
Sandy Silt
ML
6
56
Greyish Brown in color -
40
6/8/13
Silty Sand: Fine Grained
SM
2
---
Brownish Grey in color
45
-
5/7/7
Sandy Silt
ML
10
51
Brownish Grey in color
li
5
50
8/10/11 Isiltysand:
Fine Grained and Silt Layer —1 "
SM
3
r 118.Brown'ish
Grey in color
I. Sladden En-ineering
55
JE
•4/6/8
Clayey Silt
ML
22,>
77
Brown in color
60
4/7/8
Sandy Silt with Traces of Clay
ML
17
67H
Brown m color t
65
5/8/9
Sandy Silt
ML
22
77-
Brown in color
70
'''"""
`'
7/8/18
Sand and Silt Layers
SM
12
34
Brown in color
75
3/3/6
Clayey Silt
ML
31
83
Brown in color
-
o
Groundwater @ _ 79 Feet
4/6/7
Clayey Silt.
ML
27 .
88
Brown in color
80
85
f
6/14/17
Clayey Silt
ML
26
63
Brown in color
90
'fJ
10111MIll
1/3/5
Silty Sand: Fine Grained' _
SM
28
10
Brown in color
11
Note: The stratification lines
represent the approximate
95
.,;i
1%7/16
Silty Sand: Fine Grained
SM
28
16
boundaries between the soil
.
types; the transition may be
gradual.
Total Depth = 101.5 Feet
100
5/6/12
Clayey Sand
SM
19
47
Groundwater encountered
II
Bedrock not encountered
Sladden Engineering
> : • = Madison Club -The -'Hideaway r `
NEC Avenue 54 & Madison Street; to Quinta
Date: 12/18/2004 Boring No. 3. ,` Job Number:.- :' ',r 5444810
'
r
q
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a ti x
Sy
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'
55 -.
' Descriion
Remarks
0
`s .
ative Soi13,c
5
.
70
11
�
j
f
s
20
25
` `
5/9/12
Silty Sand: Fine Grained and Silt Laver —3".
SM
5
20 .
Greyish Brown in color .
it
- .i"
-
_'•�
`''.
_
s J..
�
.• ;
-
-
30
4/6/8
Silty'Sand:'Fine Grained and Silt Layer —l"
{ SM
3 ,
21
Greyish Brown in color
35
liII1111111 K
8/11/16
Silty Sand: Fine Grained
SM''
;
,2.
14
Brownish�Grey in'color
40
6/9/14-
Silty Sand: Fine Grained
SM
3
16
Brownish. Grey in color
•r
o
45
i
5/5/7
Sandy Silt-
..ML, '
125 .
84.,:
Brown in color
.
.. - - _
".
_
`?
'.
fir.
'
Yr'
•t,
+�S
i
F
50
3/4/8
Silt
ML
22
�' S6'�
Brown in color
Sladden Encrin.eenng
55
JF
9/10/17
Sand: Fine to Medium Grained
SP
26
9
Brownish Grey in color
Groundwater C — 56 Feet
60
4/6/7
Silt
ML
27
66
Brown in color
65
11
IL
03/10
Silty Sand: Fine Grained
SM
24
14
Brownish Grey in color
-
80
70
2/5/14
Sandy Silt -
ML
24
52
Brown'in color
75
I
Brown in color
5/12/22
Silty Sand: Fine Grained
SM:
27,
30
80
' ` '
6/21/34.
Clayey Sand
SM .
16
26
Brown in color
85
Brown in color
11/20/26
Sand: Fine to Medium Grained
SP
18
5
-
90
t•
10/16/31
Sand: Coarse Grained and Sandy Silt
SP
28
—=.
Brown in color
-
Note: The stratification lines
represent the approximate. '
95
7/1 Sl2l
Silty Sand: Fine Grained..
SM
-19
___
boundaries between the soil
types; the transition may be
gradual.
Total Depth = 101.5 Feet
100
5/8/17
Sand: Coarse Grained
SP
17
---
Groundwater encountered
II
Bedrock not encountered
Sladden Engineering
f
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street; La
Quinta
Date:
12/20/2004
" Boring No. 4
Job Number:
5444810
Z.
4.)i,
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o
s.0
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pq
Description
c°
"o
Remarks-
A
-
o
0
ative Soil
t
Silty Sand: Fine to Medium Grained
I
10
Ilii!li
15
l,h
20l.
25
JL
2/4/6
Clayey Silt
ML
11
78 .
Grey in color
30
ti;:
5/8/9
Silty -Sand:
Sil Sand: Fine Grained and Clay Layer 5"
SM
6
--
Grey in color
35
7/8%12
Sand: Fine Grained
Grey in color
40
5/8/13
Sand: Fine Grained
SP .
2`
9
Grey in color
"
f
45
if
2/3/6
Clayey Silt Layer — 8" and Silty Clay Layer — 8"
ML
31
87
Grey in color.
''E 1
5/6/11'
ISiltySand: Fine Grained
SM 1
22
19
Groundwater'-.@ • 51 Feet
Sladden Encyineetine .'
'
55
::
9/18/31
Sand: Fine Grained
SP
22
71
Dark Grey in colon. ;
;.;. .•.
(t
..
•
Y �
1.
60
i
6/8/16
Sandy Silt,ML.
24
61
Dark Grey in color,'.
Pk
65
3/4/7
Clay
CL
23
91
Brownish Grey in color
'
70
a
.
.
9/13/16
Sand: Fine to Coarse Grained
SP ,
25
10 .
Grey in color.
75
[
9/15/17
' Sand: Fine to Coarse Grained.
SP
23
11
Grey in color
•
80
'.
12/16/23
Sand: Fine to Coarse Grained and Gravel
SP
23,
8
f�
Grey in color
JE
85
6/9/13
Sand: Fine to Coarse Grained and Silty Clay Layer - 4"
SP .
.23
---
Grey in color
90
`:
6/10/15
Sand: Fine to Coarse Grained
SP
28
11
Grey in color,
Note: The stratification lines
-
!I
represent the approximate
95
17/26/29
Sand: Fine to Coarse Grained
SP
27
7
boundaries between the soil
F
types,the transition may be
gradual.
-
Total Depth = 101.5 Feet
100
[
'.
8/17/29
Sand: Fine to Coarse Grained
,SP
30
8
Groundwater encountered
N
Bedrock not encountered
Sladden Engineering
Madison Club" The Hideaway
3
NEC Avenue 54 & Madison Street, La Quinta
Date:
12/20/2004 Boring No. 5
Job Number:-
5444810
.
rn .0
t
Q
Descrition
j
0
o
-•`',
Remarks
0
Native Soil
5
5/7/10
Sandy.Silt
ML
96
14
77
Greyish Brown in color
10
"''
3/5/9
Silty Sand: Fine Grained
SM
110
5
16
Grey in color
15
5/7/10
Clayey Silt and Sandy Silt
ML
108
3
74
Brownish Grey in color
20
4/8/13
Sand: Fine Grained
SP
1 14
1
11
Grey in color
_
IC
25
u
- .
30
California Split
-spoon Sample
Total Depth =2 V
"!
I
Bedrock not encountered -
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
-
¢
i
!I
40
j"I
Note: The stratification lines represent the approximate
ii
boundaries between the soil types-, the transition may be
_
gradual.
45
-
50
III
IIh
Sladden Engineering
Madison Club -The Hideaway
j? NEC Avenue 54 &,Madison Street, La Quinta
Date: 12/20/2004 Boring No: 6 Job.Number: 5444810
U
e
N
rA
a
A
a=
rn
i U
o
pC1
r. Description
-
r°
Remarks' ,
0
alive Soil
5
I
5/9/1 L.
Sand- Fine'Grained and Clayey Silt
SP .
114
2
---
Grey in color
10
9/10/10
Sand: Fine Grained and Silty Sand: Fine Grained
SP
107
2
11
Grey in color
15
4/6/10
Sand: Fine Grained and Sandy SiltSP
.'
'101
23
---
Grey in color
20
IM
5/10/17
Sand: Fine Grained
SP
91
20
.7
Grey in color
25f
1
30
California Split -spoon Sample
Total Depth =21'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
i
35
_
40
I
E
-
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
_f.
gradual.
45
11
'
50
1` Sladden Ensineering ^
Madison Club -The Hideaway
{; f ivJt: avenue :)4 4&.maoison street, l,a vuinta
'
Date: .12/20/2004 Boring No. 7 Job Number: 5444810
!
tl
•
o
0
{ `
o
R
Q
rn
Description
r°
o
Remarks
0
Native Soil. ,
i
Iii IIIIIII
5
'" I
qi'.I ' .:
4/5/8
Silty Sand: Fine Grained
SM
102
3
21
Brownish Grev in color
10
4/4/8
Clay and Silty Sand: Fine Grained
SM
84 .
22
16
Brownish Grev in color
' {Ij
15
4/6/11
Sand: Fine to Coarse Grained and Sandy Silt
SP
103
5
10
Grey in color
t
_
20
5/9/13
Sandy Silt
ML
110
6
77
Grey in color .
-
l
-
f
,
25
`
30
California Split -spoon Sample
Total Depth =-21'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
a .
40
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition may be
_
f
Z-radual.
45
.
50
Sladden.Engineerin-
-Madison Club -The Hideaway
NEC Avenue 54 & Madison .Street, La Quints
Sladden En6neeting
Date:
12/20/2004 Borin No. 8 .
Job Number:' 5444810
.
#�
N
2,
;o
I1.
o
-J.
C)
ri
U
cG
Descri tion
v°,
Remarks
.0
ative. Soil,}
5
4/7/11
Sandy Silt and Silty Clay
ML
104
2
67
Grey'in.color
10
{
7/9/9
Silty Clay and Silty Sand: Fine Grained
ML
107
8
80
Grey in color
15
Grey in color
10/16/24,
Sand: Fine Grained
SP.
118,
6'
9
20'
-
':jil'111 '
I
8/12/18
Silty Sand: Fine Grained and Sandy Silt
SM
] 1 1
7
15
Grey in color
25
30
California Split -spoon Sample"
Total Depth
Ir
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
'
-
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
i'
gradual.
45
1
50
Sladden En6neeting
l* Madison Club -The Hideaway..
NEC Avenue 54 & Madison Street, La
Quinta
Date:
ii13/20/2004 Boring No. 9 .
Job Numbei: .. . 5444810
ULE
o
Q
U
Description
°Z
y
Remarks
0
ative Soil "
5
4/5/9
Sand: Fine Grained
SP
101
3
7
Grey in color .
10
I
5/9/15
Sandy Silt
ML .
90
22
75
Grey in color
15
"'
it
4/9/15
Silty Sand": Fine Grained
SM
102
14
15
Grey in'color .
I.
20
:`
li
8/16/20
Sand: Fine Grained
SP
98
18
1 I
Grey in color
25
t°
f
-
30
i
California Split -spoon Sample
Total Depth =-21'
-
Unrecovered Sample
Bedrock not encountered
Groundwater not encountered
Standard Penetration Test Sample
35
40
Note: The stratification lines represent the approximate
r
boundaries between the soil types; the transition may be
1C
Ij
gradual.
•
"
=
45
50
Sladden Engineering
i;
Sladden EnQineerina
Madison Club-The Hideaway
NEC Avenue 54 & Madison Street La Quinta
Date: '12/21/2004 BoringNo. 10 Job Number: 544-4810
,Io
C.)
o.
s
0
Wy
3
A
vTi
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U
O
m
Description
r°
j
�°
RemarkS.
0
:.:�
i
ative Soil, "
5
::
12/15/23
Sand: Fine Grained and Sandy Silt
SP
100
2
9
Grey in color
II
10
23/35/31
Sand: Fine Grained and Clayey Silt
SP
108
3
9
Brownish Grey in color
15
:;:
16/21/38
Sand: Fine Grained
SP
99
6
7
Brownish Grey in color
20
23/50-5
Sand: Fine Grained
SP
106
3
7
Greyish Brown in color
25
ii
30
4
California Si lit-spoon Sample
.
"
Total Depth =2 1'
Unrecovered Sample
Bedrock not encountered
Groundwater not encountered
-
Standard Penetration Test Sample
35
!I
-
40
IC
Note: The stratification lines represent the approximate
boundaries between the soil types- the transition may be
4
I,Y
gradual.
45
,f
50
it
Sladden EnQineerina
Sladden Engineerins
1
Madison Club-The Hideaway
IY
NEC.Avenue,54 & Madison Street,-La Quinta
Date:
.12/21/2004
Boring No. l
Job Number:
' ' 5444810
0
0
1C
T
3
a
Q
8--
U
Description
r°
o
Remarks `
0
if
1'
ativ'e Soil . >.
5 ':
10/14/19
Sand: Fine Grained .
SP
114
2
12
Grey.in color
10
8/11/15
Sand: Fine Grained
SP
115
3
11
Brownish Grey in color
15
9/13/16
Sandy Silt and Sand: Fine Grained
ML
121
2
72
Greyish Brown in color
20
8/11/15
Sand: Fine Grained
SP
113
2
12
Grey in color
25
30
California Split-spoon
Sample,
Total Depth =-21'
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
'
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
_
{
I
gradual.
_
45
1j
50
1
iG
Sladden Engineerins
1
Madison Club -The Hideaway
i'
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 -Boring No. 12
r
Job Number: 5444810
o
0
va
U
p7
Descrition
0.
Remarks
0
ative Soil
5
8/11/13
Sand: Fine Grained
SP
113.
2
8
Brownish. Grey in color
10IM
6/9/13
f
Sand: Fine Grained
SP
109
1
9
Grey in color
15
9/12/14
Silty Sand: Fine Grained
SM
114'
2
17
Grey in color
f
20
9/12/22
Silty Sand: Fine Grained
$M
112
4
16
Grey in color
25
30
California Split -spoon Sample,
Total Depth = 21'
-
Unrecovered Sample.
Bedrock not encountered
Groundwater,not encountered
-
Standard Penetration Test Sample
35
h
40
`
Note:
The stratification lines represent the approximate
boundaries
between the soil types; the transition may be
r'
gradual.
45
50
If
{,
Sladden Engineering
Madison Club -The Hideaway,,
' NEC Avenue 54 & Madison Street, La Qui inta
Date: 12/21/2004 Boring No. 13 Job Number: 544-4810
>=
0
-6
E,
CL
a
o a.
x
Q
ri
U [q Descri tion ro'
Remarks ..
0
. ,
Native Soil r
5
4/6/6 Sand: Fine Grained SP
1 1'S.
1
] 0
Grey in color
10
6/7/11 Sand: Fine Grained - Sp
103
1
8
Grey in color
IS
9/14/15 Silty Sand: Fine Grained • SM
110
1
18
Grey in color
-
California Split -spoon Sample
Total Depth = 16'
20
Unrecovered Sample
Bedrock not encountered
IGroundwater
not encountered
-
Standard Penetration Test Sample
25
1
Note: The stratification lines represent the approximate
t
li
boundaries between the soil types; the transition maybe
gradual.
30
35
d,
40
Ilii!
'
45
i
50
{
F
Sladden Eneineerino
!'l Madison Club=The Hideaway
NEC Avenue 54 & Madison Street, La. Quinta
Date: 12/21/2004 Boring No. 14 Job Number: 5444810
0
a
A
H
L
U°
3
o
cq.
Description
_
C°,
y
v
Remarks
0
Native Soil ;
5
_
_
it •
II
7/10/14
Clayey Silt and Silty Sand: Fine Grained
ML
104
11
.
77
Grey in color
10
-
f
8/12/16
Sand: Fine Grained
SP
99
6
8
Brownish Grey in color
15
6/10/11
Clayey Silt
ML
93
24
83
Brownish Grey in color
205/8/11
Clayey Silt and Sandy Silt
ML
93
27
80
Grey in color
-
25
1!
Il
j
30
California Split -spoon Sample
Total Depth =-2 V
-
I
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
!
40
j
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
_
!
gradual.
if
45
50
it
C
{
Sladden Eneineerine"
Sladden Engineering,
Madison Club=The )Hideaway
EDate.
NEC Avenue 54 & 1Vladison Street, La
Quints
;:12/21/2004 Boring- No. 15 :.
Job Number: '544-4810
- c
l
a
T.x-Rema
UDescri
tion
0
En
s
Native Soil _
5
3/2/2
Sand: Fine Grained .
SP
3
10
Grey in color
10
';!.'i;,i!
fi
2/2/3
Silty Sand: Fine Grained -
SM
-
8
13
Grey in color
15' I
3/5/7
Silty Sand: Fine Grained
SM
'
JE
3
15
Brown in color
20
Silty Sand: Fine Grained and Clay Layer 3
SM
6
16
Brown in color
25
y; I'
3/3/4
Clay Layer -7" and Clayey Silt Layer -4"
1E
Brown in color
::U
30
_
California Si lit -spoon Sample
Total Depth = 26'
-
Unrecovered Sample
Bedrock not encountered
Groundwater not encountered
-
Standard Penetration Test Sample
35 "
40
Note:
The stratification'lines represent the approximate
boundaries
between the soil types; the transition may be
gradual.
45
r
,
R
50 IN
'
Sladden Engineering,
Sladden Engineering,
i;
Madison Club -The Hideaway
;
jt
NEC Avenue 54 & Madison Street, La Quinta
Date:
12/21/2004 Boring No. 16
Job
Number:
5444810
111
w
C)
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o
y
'U
o
_
o
j•
Q
cn'
(
pq
Description .
r°
c
Remarks -
0
' !
E`Native
Soil .
5
""
iiaGi [r !
10/11/14
Silty Sand: Fine Grained and Clayey Silt
SM
' 103
6
16
Grey in color
10
6/9/13
Sand: Fine Grained
SP
110
2
7
Grey in color
ff
15
7/11/12
Sand: Fine Grained
SP
109
2
b
Grey in color
20
7/13/20
Sandy Silt and Silty Sand: Fine Grained
ML
99
7
60
Grey in color
25
i
30
4
California Split -spoon Sample
Total Depth =21'
-
F
I
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
'35
ai
40
G
Note: The stratification lines represent the approximate
boundaries between the soil types-, the transition may be
i
gradual.
45
!
50
Sladden Engineering,
Sladden Engineering
Madison Club-The.'Hideaway
EDate:a2/21/2004
NEC Avenue 54 & Madison Street, La
Quinta
Boring No. 17
Job Number: 5444810
w
c
0
O
1
U
Cn
n
it
c
Y
3
y
:.
p
rn
: U
(n
Description
rn
j
Remarks
0Native
Soil
5
6/10/16
Clayey Silt
ML
109
1
76
Grey in color.
10
12/14/22
Clayey Silt
ML
108
8
71
Grey in color
15
'tu;i
1
6/9/12
Silty Sand: Fine Grained
SM
107
2
16
IlGrey in color
California Split -spoon Sample
Total Depth =-16' .
tUnrecovered
p
I
Bedrock not encountered
20
Sample
Groundwater not encountered
Standard Penetration Test Sample
25
Note: The stratification lines represent the approximate
-
boundaries between the soil types; the transition maybe
I
i
gradual.
30
S
35
h
40
C
II
-
fE
45
.
50
li
Sladden Engineering
dt
'; Sladden EneineennQ
Madison*Club=The Hideaway
NEC Avenue 54 & Madison Street, La
Quints
Date: 112/21/2004 B6ring No. 18
Job Number:
544-4810
o
-
£o
_
,
A
rn
U
Description
rn
Remarks ,
O
G
„H,,,, rl
Native Soil
5
!I' !
ua
,1!!Ili!;,;;
6/8/15.
Silty Sand: Fine Grained,
SM
103
1
17
Grey in color
-
Mf
.
0
9
i
12/14/19
Sand: Fine Grained
SP
112
0
7
Brownish Grey in color
15
9/10/13
Sand: Fine Grained
SP
104
1
5
Brownish Grey in color
_
I
California Si lit-spoon Sample
Total Depth = 16'
if
Bedrock not encountered
20
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
25
Note: The stratification lines represent the approximate
boundaries between the soil types: the transition may be
gradual.
30
-
_
k
+I
it
•
•.
35r
:ll ,
40
f
45
di
50.
r
dt
'; Sladden EneineennQ
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: 12/21/2004 Boring No. 19. Job Number: 544-4810
o
0
C-4'
b
it,
A
V) % 'U
.
Description
o
Remarks
p
) .
Native Soil. ='
5
0101111M.10/14/18
Silty Sand: Fine Grained
SM
103
1
14
Grev in color
10
4/7/9
Sand: Fine Grained
SP
104
2
10
Grey in color
15
ii'!
'!Ilii
5/7/10
Silty Sand: Fine Grained
SM
111
4
18
Grey in color
20
7/11/20
Sand: Fine Grained
SP
109
4
8
Grey in color
-
25
_
it •
E
I
30
California Split -spoon Sample
Total Depth =x•21'
!
I
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
u
35
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be -
I I
grad ual.
45
III
;I
V
50
!
r
it
II .
j, Sladden Engineering
F '
1
f Sladden Engineenne
• Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La
Quinta
Date:
12/21/2004 Boring N6.-20
Job Number: 544-4810
a
0
0
CI4
Q
E
rn
o
:, U
o
im
Description
_
r°
j
Z Z
Remarks
0
+'
Native Soil
5
8/9/12
Sand: Fine Grained
SP
113
1
8
Grey in color
10
M
9/13/14
Sand: Fine Grained
SP
109
5
---
Grey in color
15
6/9/13
Sand: Fine Grained
SP
109
I
8
Grey in color
20
_
n
8/14/27
Sand: Fine Grained
SP
112
4
10
Grey in color
25
l
.30
California Split
-spoon Sample
Total Depth =-2l'
Bedrock not encountered
Unrecovered Sample
I
Groundwater not encountered
•
J
-
Standard Penetration Test Sample
35
i
i
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
_
gradual.
45
;I
50
II
1
f Sladden Engineenne
Sladden Enbineering
`i Madison Club-The Hideaway
'l NEC Avenue 54 & Madison Street
La Quinta
:.
I
Date:
1.2/23/2004. Boring No. 21
Job Number: 5444810
o
o
CN
O
a
,
LL
Q
to
i_
t V
O
Description
rn
O
o
Remarks
0
Native Soil
55/16/21
Sand: Fine Grained
SP
1
9
Grey in color
10
[
8/10/10
Sand: Fine Grained
SP
5
10
Grey in color
15
3/4/8
Silty Clay and Clay Layer —3"
ML
11
75
Brownish Grey in color
20
777773
li
3/6/11
Silt and Clay: Thin Interbedded Lenses
CL
10
95
Brownish Grey in color
_
25
r
30
1
California Split-spoon
Sample
Total Depth =-21'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
40
.
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
_
45
50
rt
Sladden Enbineering
Sladden Engineering
ii
Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date:
12/23/2004
Boring No. 22Job
Number: 5444810
a
A
E
to
U
o
pa
Desch tion
r°
:2
-.
o
Remarks .
0Native
Soil
•
-
5
is
I
4/4/10
Clay and Sandy Silt Layer 4"
ML
7
57
Brownish Grey in color
10
_
IL
5/8/11
Silty Clay and Silty Sand: Fine Grained Layer—'2"
CL
13
86
Grey in color
I
15,::,:
' ;;
6/9/14
SiltySand: Fine Grained and Silty Clay Layer —7"
SM
18
---
Grey in color
20
:`
5/8/11
Sand: Fine Grained
SP
1
14
Brownish Grey in color
it
25IL
li
3/7/10
Clayey Silt
ML
1
3
81
Brownish Grey in color
30
California Si
lit -spoon Sample
Total Depth =•25.5'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
40.
Note: The stratification lines represent the approximate
r
boundaries between the soil types; the transition may be
it
gradual.
r
45
.
50
I
,
Sladden Engineering
Sladden Engineering
j
Madison Club -The Hideaway
_
NEC Avenue 54 & Madison Street, La Quints
Date:
it2/23/2004 Boring No. 23
Job Number:: 5444810
o
Q
rn
++
1 U
o
Description
Remarks
0
Grass Pasture
5
4/6/8
Sand: Fine Grained
SP
1
10
Gre_v in color
10
f
3/5/I 1.
Sand: Fine Grained
SP
7
10
,Grey in color
15
3/6/8
Clayey Silt and Sandy Silt Layer —7"
ML
8
68
Brownish Grey in color
20
3/3/5
Clay and Sandy Silty Layer —6" '
ML
20
71
Brownish Grey in color
25
i
30
California Si
lit -spoon Sample
Total Depth =-20.5'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35.
it
40
Ii
Note: The stratification lines represent the approximate
I
t
boundaries between the soil types: the transition may be
-
IV
gradual.
45
50
a
Sladden Engineering
Sladden Engineering
E
Madison Club.=The Hideaway
F
!.
NEC Avenue 54 & Madison Street, La Quinta
Date:
1'2/23/2004Borin No. 24
Job Number: 5444810
CD
o
'
A
G U
Description
r°
o
Remarksf .
0
i.
Native Soil
5
5/20/20.
Clayey Silt
ML
1
---
Light Grey
10
_
Grey in color
6/7/10
Sand: Fine Grained
,
SP
2
9
k
15
Grey in color
il!'!:;
ar
5/6/10
Silty Sand: Fine Grained
SM
2
12
20
5/7/8
Silty Sand: Fine Grained
SM
1
12
Grey in color
f
ii
25
C
30
California Split
-spoon Sample
Total Depth =-20.5'
"
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample.
35
i
40
1
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
45
1
50
Sladden Engineering
5
` • ` Madison .Club -The Hideaway-
NEC Avenue 54 & Madison Street, La
Qui' ta
Date:
1:Z/23/2004 Boring No. 25
Job Number: 544-4 10
t
o
0
a
y
3
>i01
D
U
pp
Description
o
Remarks } .
0
ative Soil
5
10/20/20
Sand: Fine Grained
SP
1
9
Grey in color
10
6/9/18
Sand: Fine Grained
SP
I
]'I
Grey in color,
15
f
Brown in color
6/10/15
Clayey Silt
ML
3
77
-
20
8/10/14
Sandy Silt and Clayey Silt Layer —3"
ML
3
'72
Brown in color
25
30
California Split
-spoon Sample
Total Depth =•20.5'
Bedrock not encountered
Unrecovered Sample
Groundwater not encountered
Standard Penetration Test Sample
35
M
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
gradual.
45
50
ii
Sladden Engineering
Sladden Engineering
E
Madison Club -The Hideaway
Ete:
NEC Avenue 54 & Madison Street, La Quinta
-
12/23/2004 Boring No. 26 Job Number: 544481
I
o
oII
a
°?
o
o
aai
Gl
rn I'.
U
pa
Description
V)
o
o
Remarks, .
0
'Native
Soil
5
I
3/6/10
Silty Clay Layer -6" and Sand: Fine Grained
ML
18
81
Grey in color
10
1111
IJ
IL
5/6/8
Sand: Fine Grained
SP
8
10
Grey in color
15
3/4/6
Sand: Fine Grained Layer —3" and Clayey Silt
SP
8
---
Grey in color
California Split
-spoon Sample
Total Depth =-15.5'
Bedrock not encountered
20
Unrecovered Sample.
Groundwater not encountered
Standard Penetration Test Sample
25
M
`
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be .
gradual.
30
35
-
40+
r
_
45
f
50
Sladden Engineering
Madison Club -The Hideaway
r
NEC Avenue 54 & Madison Street, La Quinta
Date: 1,2/23/2004 Boring No. 27 Job Number: 5444810
0
a
p
v,
' 0
it
O
as
Description
rn
_
' o
Remarks
0
+Native
Soil
5
.I
6/7/9
Sand: Fine Grained
SP
4
9
Grey in color
10
3/4/5
Clayey Silt
ML
2
84
Brownish Grey in color
-
15
i
4/5/5
Sandy Silt and Clayey -Silt --3"
ML
12
71
Brownish Grey in color
20
5/5/8
Sand: Fine to Medium Grained
SP
6
10
Brown in color .
25
30
1
California Split -spoon Sample
Total Depth =20.5'
Bedrock not encountered
-
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
35
I
40
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
1i
gradual.
45
{%
50
?
-
Sladden Engineering
.
1 • '
•. • Madison.00 The Hideaway
-
NEC Avenue 54_ & Madison Street, La Quinta
Date:
12/23/2004 Boring No. 28Job Number: 544-4810
CL
0
0
o
t
a
a
o
0
Ca
o
v> > U
Gq
Descri tion
CIO
Remarks.
0
i1
1l•
Native Soil
5
4/7/9
Sandy Silt.
ML
3
61
Grev in color .
10
3/3/6.
Clay Layer 77" and Sandy Silt
ML
10
74
Grey in color . .
15
2/2/3
Clay
CL
12
90
Brownish Grey in color
-
California Split
-spoon Sample
Total Depth =-15.5'
'1
Bedrock not encountered
20
it
Unrecovered Sample
Groundwater not encountered
-
Standard Penetration Test Sample
25
-
Note: The stratification lines represent the approximate
boundaries between the soil types; the transition may be
30
[
35
Y
=
40
'1
.
45
50
i
Sladden Ensineenna
Sladden Engineering
a
.. • Madison Club -The Hideaway
NEC Avenue 54 & Madison Street, La Quinta
Date: °12/23/2004 Boring No. 29
Job Number: 544-4810
ej
p
M
En
L
` U
pa '
Description
rn
Z
0.
Remarks' • ,
0Native
Soil
5
6/9/14
Silty Sand: Fine Grained
SM
1
17
Grey in color
10
Grey in color
6/7/8
Sand: Fine Grained
SP
2
11
3/4/7
Sand: Fine Grained
SP
4
10
Grey in color
i
California Split -spoon Sample
Total Depth =-15.5'
Bedrock knot encountered
20
Unrecovered Sample
Groundwater not encountered
;f
Standard' Penetration Test Sample
25
Note: The stratification lines represent the approximate
-
;
boundaries between the soil types; the transition may be
-
gradual.
,
30
}
35
40
1k "
45
50
Sladden Engineering
January 28, 2005 15-
. -,Project No: .544-481.0
1 05-01-101
2001 CALIFORNIA.BUII;DING CODE SEISMIC DESIGN INFORMATION t
1i 'The California Code- of Regulations, Title 24 (2001 California Building Code) and 1997 Uniform
r Building Code; Chapter 16 of this code, contain substantial revisions and.additions to earthquake
1 engineering design criteria.. Concepts contained in the code that will be relevant to construction of
l the proposed structures are summarized below.
Ground shaking is expected to be the Primary, 'hazard most likely to affect the site, based u on'
proximity to'significant faults capable of generating large earthquakes. Major fault zones considered
to be most likely to create strong ground shaking at the site are listed below:
Approximate Distance
Fault Type
Fault Zone `
From' Site (1997 UBC)
San Andreas 8.9 km
San Jacinto 30.9 km
A
Based on our field '
observations and understanding of -local geologic conditions, the soil profile type
,.judged applicable to this site is So, generally described as stiff or dense soil. The site is located within
I UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic.
!mitigation -for new construction upon adoption of the 1997 code.-
Near-Source.
ode:Near-Source. Near -Source Seismic
Seismic Acceleration Seismic
Velocity Coefficient Coefficient
I t Source Factor, N,
44 Factor, N,. C, C',
:San Andreas 1.04 1.29
0.44N, 0.64N,-
k
San Jacinto 1.0 1.0
0.44N, 0.64M
Sladden Engineering
rA
Structural Calculations
for
Hideaway CVWD Well Site #2
Perimeter Walls
prepared for
RCE Consutants, Inc.
March 13, 2007
prepared by
a—Ty--o—F,. of
ABuiLDING & SAFETY T. UjCC 3681
O'TLy Fl0 &
BUILDING U' APPROVED EXP.
FOR CONSTRUCTION
14VCT
0 OFCA
DA
Uons Iting
r up, Inc. nn
ot
MAR 1 6.2007,
Hilts Consulting Group, Inc. - Project 06-018
16716 Quail Country Ave. . '- `: + ' r c Date 2/7/2007
Chino Hills, CA 91709 r - . r " ` - Designer . DH
(909) 590=5200, y ' Page
• _,rw A- I
,Hideaway CVWD Well Site 02
•` ... ? 4 t f5 til J. tl
a
EI 1 M I la I I—I I I—I11=
1=III=1 .
k Z f ooting
Ret CMI; -84 Rebor
• t
I ..' I I=1 I I=III—
" " "
T ' t (max.)
111111=
f§Oft
'OP f (min.) .
ti
!
Fence (% Opening).
Fin. Gr.
G
t+o
=
K -
Hw 09fi (max.)
I I—III_.1Y
I I 1=1 .;'
;. 1 footing Ltoe + I-'hee
116
=
111 III' w r
111= Heel Rebar
,-
"
., .' •'ret. -
- (max.).
I
— i 1=111—
ED I
..IE
+
. .
f
i
r 5 ^ " _ jj12tn (min.)
=
•
+,
T-- 18fi
f
- -
1.-.3
(, x
_ _ - — - WoII.CMU -&-Rebar..
(size & spacing)
-
;: +T + wx, r f. CMU
IN
y,Toe`,Reber •
{
'
•'
• . , - r trig;+;.+ .
. K R
`' ebcr
(size & spocinq)
N kej r
_
I
'
a
GMU Retaining Wall - 6tt Ret 6tt Wall Ott " 1 T 't' :. _ / ; 0 + 4. 7
ILI{
,
•l
EI 1 M I la I I—I I I—I11=
1=III=1 .
k Z f ooting
Ret CMI; -84 Rebor
• t
I ..' I I=1 I I=III—
" " "
v (size & spacing)
111111=
ti
I I I=1 11=lIEiI c
iLheel' - 24tH
Fin. Gr.
r.
r
t+o
I —_ I —
-
_ — —
I I—III_.1Y
I I 1=1 .;'
;. 1 footing Ltoe + I-'hee
.
I'11=III=III=III=III=III_=
=
111 III' w r
111= Heel Rebar
,-
"
I
— i 1=111—
ED I
..IE
III_ . .5 a F (s ze' & spacing)
i Lfooting 4.50 ft
=
T-- 18fi
IN
y,Toe`,Reber •
{
(sae & spoc:ng)
. K R
`' ebcr
(size & spocinq)
N kej r
I
'
L.toe Lheel`
L.footing' 4, ti<
.
Tf
JF1
10
+
f,
z
GMU Retaining Wall - 6tt Ret 6tt Wall Ott " 1 T 't' :. _ / ; 0 + 4. 7
ILI{
,
•l
16716 Quail Country Ave.
Chino Hills, CA 91709
^ (909) 590-5200
L Hideaway CVWD Well Site #2
Material Properties:
:= 2500psi l
fy :_ 60ksil
ES = 29000ksi
R :=
0.85 if fc < 4000psi
fc – 4000psi
(0.85 – 0.05)
otherwise
1000psi
0.85•01c 87000psi-
Pbal= f 87000 s1, + f l
y p yJ
Pbal = 0.0178
Pmax:= 0.75Pbal
Pmax = 0.0134
34f. ib0" 200 lb
Pmin := min
f in f 2
y y in
Pmin = 0.0025
- ..,__
Yconc : 150pcf
f := 0.901,
0.85;
r__ ..w.—...,–
f':= 1500psi{
ycmu := 1.35pcf
Em := 750 -fm Em = 1125000psi
SI : = 1.001
ES
n:= — —25.8
Em
Concrete 28 -day compressive strength
Rebar yield strength
Rebar modulus of elasticity
0 = 0.85
Balanced reinforcement ratio
Maximum reinforcement ratio
Minimum reinforcement ratio
Concrete unit weight
Concrete flexural strength reduction factor
Concrete shear strength reduction factor
'roject 06-018
Date 2/7/2007
Designer DH
Page r
Concrete masonry unit (CMU) 28 -day compressive strength
CMU weight, normal weight units (solid grouted)(slumped block)
CMU modulus of elasticity
CMU Special Inspection (yes=1/no=0.5)
Modular ratio
r
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 2
Soil Properties:
Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005.
Yso r1}15pcf
EMU
Soil unit weight
-
c ti
. C
Hilts Consulting Group, Inc.
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Project 06-018
Date 2/7/2007
Designer DH
Page
Soil Properties:
Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005.
Yso r1}15pcf
EMU
Soil unit weight
Allowtiearingsoii := min[1500psf
+
— 12)_ 25 ft sf1
1(Lf,,ti,gm
+ Hsoil — 12in)•250nsf2500psf
[(Tfooting
]
+
J
A11owElearingsoii = 2500 psf
Allowable soil pressure w/ depth & width increases
FctoitFac torso, f0':4U,,
Allowable friction coefficient
AIIowF4asstveso, 250pcf_.._ _ _..
_ _ _ _ .. , .__ Allowable passive pressure,, ignore upper 1 foot _
EF °35pcf
Active soil equivalent fluid pressure; level backfill
Seismic Zone 4
Na ; 104'
Near Source Acceleration, Source A, < 10 km
Ca 0 44 N C 0.46
Seismic Coefficient
N (1yry29
Near Source Velocity, Source A, < 10 km
{C -i = J 64Nll C„ = 0.83
Seismic Coefficient
of.; 15psf Dynamic lateral earth pressure per foot of retained height
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 3
Hilts Consulting Group, Inc.
16716 Quail Country Ave.
Chino Hills, CA 91709
f (909) 590-5200
\ ► Hideaway CVWD Well Site #2
project 06-018
Date 2/7/2007
Designer DH
Page
Seismic Force on Elements (walls) - UBC 1632•
Ca = 0.46
Seismic Coefficient
lI l:=' 1L001
Elements, UBC Table 16-K
'a
Horizontal Force Coefficient, UBC Table 16-0, wall elements
gR'-=,t --30'
Ductility & Overstren th Coefficient, UBC Table 16-0, wall elements
hX Hret + H , N
hx = 12.00ft Height to level for design
h 'FKU'7 ,:HU1 i,
hr= 12.00 ft Total height +
ap.wall'Ca'Iphx
Fp.min.wall 0.7•Ca Ip Fpx.wall • 1 + 3•— Fp.max.wall 4.0•Ca Ip
Rp.wall hr
Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83
— `Fpu.wall Fp.min.wall if Fpx.wall < Fp.min.wall Fpu.wall = 0.61
Fp.max.wall if Fpx.wall > Fp.max.wall
Fpu.wall
Fpx.wall otherwise Fpw.wall Fpw.wall = 0.44
1.4
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 4
Wind:
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Height
70 mph 80 mph
Exp. 'D' I
Exp. 'C' 1
Exp. 'B'
qs 2r'6psf 9s = 19.2 psf
100mph (w/ 25% reduction for minor structures UBC 1624)
1.39
1-006-
-0.62
_0.15.--_!.._.._
20
1.45
--I__
1.13
_ ..
0.67
._....._..__....._ ...._..___._..__._............__.___._.__._.._
25
1.50
__.._....._.._...__..____._.._...
1.19
0.72
30
1.54
1.23
0.76
._..........._......__...._....................'..........._..........._................................._...._......................._.............._......_......_..._............................_.._...
1.62
1.31
0.84
_40
-- 60
1.73
1.43
0.95
_.._..._..._-_.......
8(1
_.................
1
...... ___.-...__._
100
_.....
.. .81__._
1.88
..___.__1.53 ____....-_._._._-
1.61
_04____
1.13
----------
120
--
.
1.93
...__...__._ _ __.._..._...__.
1.67
1.20
160
-200_
-
2.02
-2.10 --_
1.79 °-
-_ -1.87
_ ^ 1.31
.1.42
............................................2.23
300_
.
...............................
-...............2........05..................................................
1.63....................................
-
400
1
2.34
2.19
1.80
Exp C
Wind Stagnation Pressure (qs) UBC Table 16-F
70 mph 80 mph
90 mph 100 mph 110 mph 120 mph 130 m
16.4 psf
.6 psf 16.4 psf
20.8 psf 25.6 psf 31.0 psf 36.9 psf 43.3
20.8 psf 25.6 psf 31.0 psf 36.9 psfpsf
qs 2r'6psf 9s = 19.2 psf
100mph (w/ 25% reduction for minor structures UBC 1624)
°100
Special Occupancy, UBC Table 16-K
Pressure coefficient, minor structures
Pwind _ Ce'Cq'gs'Iw
Pwind'= 28psf
I
"L
;MU Retaining Wall - 6ft Ret 6ft Wall Oft 5
i
Project 06-018
Date 2/7/2007
Designer DH
Page
16716 Quail Country Ave.
1 Chino Hills, CA 91709
C(909) 590-5200
i
Hideaway CVWD Well Site #2
Fence Wall Design:
Wall Geomet
Hwall = 6.00 ft
CMU wall height
bwajl := 12ino
Design unit wall width
CMUwall = 8.00 in
Wall thickness
Nobar := 5; spacin&:= 161n�
Flexural rebar size and spacing
(CMUwdj — 0.375in)
dcmu =2
dcmu = 3.81 in
Distance to flexural rebar
`LDF:= 1.33;
Load duration factor
1i Nobar 1n 2
Asbar:= I
= 0.31 int
Rebar cross sectional area
4-8 JiJ
]n
N\obar -in)
EO := ,.(NOW
Eo := n
)
Eo = 1.96 in
Rebar perimter
8
Asbar
P :=
p = 0.0050
Flexural reinforcement ratio
spacing•dcmu
Minimum reinforcing:
A,
pg Pg = 0.0024 Must be greater than 0.0007
spacing CMUwau
Phoriz
0.20in2 Phoriz — 0.0010 #4 @ 24" o/c
�= —
24in•CMUwall Must be greater than 0.0007
Ptotal Pg + Phoriz Ptotal = 0.0034 Must be greater than 0.0020
Pwind = 28psf wEQ FPw.wall'Ycmu'CMUwall wEQ = 39psf
Vwind Pwind'(1 — Opngfence)-bwall'Hfen. + Pwind'bwall'Hwall Vwind = 171 Ib
2
Mwind Pwind'(1 — OPnbfence)'bwall'Hfence'(H2nce + Hwal1J + Pwind'bwallHwall Mwind = 513lbft
2
V • w b H V= 235 lb M := w .b Hwall M 706lbft
eq •= — EQ' wall' wall eq eq EQ wall' 2 eq =
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 6
'roject 06-018
Date 2/7/2007
Designer DH
Page
/`jf Hilts Consultinq Group, Inc. Project 06-018
] 16716 Quail Country Ave. Date 2/7/2007
Chino Hills, CA 91709 Designer DH
(909) 590-5200 Page
' Hideaway CVWD Well Site.#2
VwalI max(Vwind) Vej Vwall = 235 lb Mw 1 := max(Mwind) Meq) Mwall ='706 lb ft
CMU Design:
M
k:= V n p)2 + 2•(n•p) - n•p k = 0.40 J := 1 - 3 j = 0.87 ,
Mason1r compressive stress: -
fcmu =1 Mwall (2 fm
fcmu = 283 psi Fina,llow = SI LDF FmAllow = 665 psi fom 430%
2 CJ.kI 3
b
walld cmu mAllow:: , s
Reinforcement tensile-stress: - - -- - - - - - - - -- - - - - - - - - r - - - - - - - - - - - - -- - - - - - - - -
Mwall
fS :=
it
:Asbar fs = 11126 psi
spacing
J'dcmu
It 12in K -
FsAllow:= if(0.5•fyLDF :5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow = 31920 psi s = 35`%
FsAllow
C Masonry shear stress:
Ii V o s f
fv {j wall FvAllow fm•SI•LDF• lb v = 12:°(0.
bwall'J'dcmu fv = 5.9 psi in FvAllow = 51.5 psi FvAllow
Reinforcement bond stress:
i Vwall fµ
fµ-kk fµ = 48 psi FvAllow (200psi)•SI•LDF FvAllow = 266 psi = I8%
it o FvAllow
spacing
J'dcmu
12in
h
Development Length: -
2
in(Nnbar'in1 fs
Ldtensii n 0.002 — I J fs 1.50 if >- 0.80
lb ` Ldtension 14 in
i 8 FsAllow
N
., in (NON,in
0.002• •( • J'fs otherwise
Ib g - -
Nobar
Lap: m LdtenSion, 40- 1/.in1 Lap = 25 in
'C 8
V
CMU Retaining Wall - 6ft Ret Eft Wall Oft 7
C
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Minimum reinforcing:
Asbar
Pg spacing•CMUret
2.0.20in2
Phoriz _
24in• CMUret
Ptotal Pg + Phoriz
Pg = 0.0023 Must be greater than 0.0007
Phoriz = 0.0014 (2) #4 @ 24" o/c
Must be greater than 0.0007
Ptotal = 0.0037 Must be greater than 0.0020
Design Loads (Normal Long-term Loading):
4LDF.:=1':Og' Load duration factor
Active Soil:
Vsoil 2 •EFPActive'bwall'(Hret + Hsoil)2 — 2' EFPActive'bwaII-Hs0i12
.
Msoil := IEFPActive'bwaII-(Hret + Hsoil)3 — 6'EFPActive*bwaII-HsoiI3
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 8
Vsoil = 840 Ib
Msoil = 1995lb. ft
'roject 06-018
Date 2!7/2007
Designer DH
Page
Retaining Wall (at bottom of wall):
Wall Geometry:
Hret = 6.00 ft
Design retaining height
tiW i° .=; 2 n
Design unit wall width
CMUret = 12 in
Wall thickness
---
rT No g7
bar spa g 16►n
Flexural rebar size and spacing
P 9
dernii. (CMUret -,0 375in 2tn
dem„ = 9.62 in
Distance to flexural rebar
7[ NObar•in)2
Asbar :=
t
Asbar = 0.44 in
Rebar cross sectional area
4 8 J
(NObar'Inl
Eo := ,. )
Eo = 2.36 in
Rebar perimter
8
Asbar
P :=
p = 0.0029
Flexural reinforcement ratio
spacing•dcmu
Minimum reinforcing:
Asbar
Pg spacing•CMUret
2.0.20in2
Phoriz _
24in• CMUret
Ptotal Pg + Phoriz
Pg = 0.0023 Must be greater than 0.0007
Phoriz = 0.0014 (2) #4 @ 24" o/c
Must be greater than 0.0007
Ptotal = 0.0037 Must be greater than 0.0020
Design Loads (Normal Long-term Loading):
4LDF.:=1':Og' Load duration factor
Active Soil:
Vsoil 2 •EFPActive'bwall'(Hret + Hsoil)2 — 2' EFPActive'bwaII-Hs0i12
.
Msoil := IEFPActive'bwaII-(Hret + Hsoil)3 — 6'EFPActive*bwaII-HsoiI3
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 8
Vsoil = 840 Ib
Msoil = 1995lb. ft
'roject 06-018
Date 2!7/2007
Designer DH
Page
V
Hilts Consultinq Group, Inc.
16716 Quail Country Ave.
Chino Hills, CA 91709 '
(909) 590-5200
Hideaway CVWD Well Site, #2
Project 06-018
Date 2!7/2007
*,Designer DH
Page
V:= Vsoil V = 8401b M:= Msoil M = 19951bR
CMU Design:
k:= f'n•p)2 + 2•(n•p) – n•p k= 0.32 _ j := 1 – 3 j`= 0.89
E
Masonly, compressive stress:
fcmu; M 2 fcmu = 152 psi FmAllow := fm SI•LDF Fmellow = 500 psimu
bw II'd m 3 FmAllow.
a c u
Reinforcement tensile stress:
fs Asbar fs = 8396 psi 1
spacing
J'dcmu
C12in
FsAllowI:= if 0.5•f •LDF:5 24000psi•LDF,0.5•f •LDF,24000psi•LDF FSA110W = 24000 psi fs 35.%.
r r
FsMIow
Masoniy shear stress:
l' o s f
fv = ! V FvAnow :_ m-SI•LDF• Ib - .. v = 21 %
b; • j.d fv = 8.1 psi ( in FvA11ow = 38.7 psi FvAllow
wall cmu ,
ReinJicement bond stress: '
f
fµ :_ V fp = 55 psi FsAllow := (200psi)•SI•LDF Fµpllow = 200 psi µ = 28%
j: Eo FµAllow'
+dcmu
spacing
12in
Development Length:
in2 Nobar in fs
tension
Ld 0.002•— f s 1.50 if >– 0.80 , Ldtension – 13 in
•— ri _
IF. lb 8 FsAllow
in2 Nobarin
p 0.002•—• •fs otherwise
P lb 8
( NObarl
Lap:=ima Ldtension)40•I 8 J -in] Lap 30 in
Ih '
i
CMU Retaining Wall - 6ft Ret Eft Wall Oft 9
Hilts Consulting Group, Inc.
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Design Loads (Short-term Loading):
I— .
LDF = 1.33 Load duration factor
Active Soil:
Vwall.ret 2 EFPActive'bwall'(Hret + Hsoil)Z — 2 EFPActive'bwall'HsoilZ Vwall.ret = 840 lb
Mwall.ret 6 •EFPActive'bwall'(Hret + Hsoil)3 — I EFPActive*bwall'Hsoi13 Mwall.ret = 1995lb- ft
Wall_ EQ:
Project 06-018
Date 2/7/2007
Designer DH
Page
vwall.DL.EQ Fpw.wall'(Cwwall'Ycmu'Hwall + CMUretYcmu'Hre)'bwall Vwall.DL.EQ = 588 lb
2
Mwall.DL.EQ Fpw.wall' CWwall'Ycmu'Hwall'I H2all + HretJJ +(Cmuret Ycmu' H2t )]*bwall Mwall.DL.EQ = 3177lbft
Wall Wind:
Vwall.wind Pwind'(1 — Opngfence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 171 lb
Mwall.wind Pwind'(1 — OPngfence)'bwall'Hfence'I Hence + Hwall + HretJ + Pwind'bwall'Hwall'I H2all + Het)
Mwall.wind = 1539lbft
Soil EQ:
vsoil.EQ EQsoil'bwall'Hret Vsoil.EQ = 90 lb
Hot
Msoil.EQ EQsoil'bwall'Hret Msoil.EQ = 270lb•ft
Design Loads:
V := Vwall.ret + MaX(Vwall.DL.EQ + Vsoil.EQt Vwall.wind) V = 1518 lb
M := Mwall.ret + maX(Mw.1l.DL.EQ + Msoil.EQ, Mwall.wind) M = 5442 lb ft
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 10
Hilts Consulting Group, Inc.,
Project 06-018
16716 Quail Country Ave.
Date 2f7/2007
Chino Hills, CA 91709
Designer DH
(909) 590-520.0
Page -
Hideaway CVWD Well Site #2
CIVIL! Elesign:
k:= I(n-p) 2 + 2-(n.p) – n -p k = 0.32 j I –3 j = 0.89
-
Masonry compressive stress:
•
M 2
fcinu
fc M*. :
—
f1mu 414 psi FmA]Iow:= --SI-LDF F.AII.w 665 psi
62 -;0
I—
bwall*dcmu 2 j -k 3
FmAllow.
Reinforcement tensile stress:
M
fS
ar=.22402psi
j,dcmu
spacing
,'12in
FsAllow ; ! = if(0.5-f,-L]DF:5 24000psi-LDF,0.5.fy-LDF,24000psi-LDF) FSAII,, = 31920 psi
–72%
FsAllow
Masonry shear stress:
V
DF
V 1; F Ffm-SI-L -
vAllow
lbo's)
—
f"
29%
d f, 14.7 psi
b .'w'all*J* cmu
in
F 51.5 psi
vAllow
F VA]Iow
Reinfol cement bond stress:
V
100 psi. F (200psi)-SI-LDF F
fpzo fp pAllow pAllow 266 psi
f
4
FpAllow
38%
spacing
it 12in
Develdpment Length:
in 2
'in).f].
Ldw nsid,n
0.002 .(NOba,•
—fs 2! 0.80
1.50 if Utension
34 in
Ib 18
FsAllow
n 2 (NObar-in).fs
0.002.'
otherwise
lb 8
No br
Lap :=Irnax
Ldtension,40*
in
Lap = 34 in
8
CMU Relaining Wall - 6ft Ret 6ft Wall Oft 11
f ; 16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Footing Stability & Soil Bearing Design (Static Design):
Footing Geometry:
Lt,, = 2.50 ft
Footing length from face of wall to toe
Lheel = 2.00 ft
Footing length from face of wall to heel
Lfooting := Ltoe + Lheel
Lfooting = 4.50 ft Total footing length
Tfooting = 1.25 ft
Footing thickness
bwall = 1.00 ft
Design unit wall width
Dkey = 1.50 ft
Key depth
Wkey = 1.00 ft
Key width
Slidina Stabili
I Sliding := 2 •EFPActive'bwall' Hret + Hsoil + Tfootinj' Sliding = 1191 lb
WaIIDL Ycmd[CMUwall'Hwall + CMUret (Hret + Hsoil)]'bwall Wal1DL = 1485 lb
FootingDL := YconeLfooting'Tfooting'bwall FootingDL = 844 lb
KeyDL := Yconc'Dkey' Wkey'bwall KeyDL = 225 lb
SoiIDL = Ysoil'(Lheel — CMUret)'(Hret + Hsoil)-bwa11 SoiIDL = 805 lb
EDL := Wa11DL + FootingDL + SoiIDL + KeyDL EDL = 33591b
Resistfriction := FrictionFactorsoii-EDL Resistfriction = 1343 lb
Resistpassive := 2 . A1lowPassivesoil•bwall'(Tfooting + Dkey + Hsoil — 12in)2 Resistp,,,iVe = 945 lb
FSsliding :=
Resistfriction + Resistwsive
FSsliding = 1.92 > 1.50
Sliding
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 12
3roject 06-018
Date 2/7/2007
Designer DH
Page
I
a
Hilts Consulting Gro4p, Inc. Project 06-018
16716 Quail Country Ave. Date 2/7/2007
Chino Hills, CA 91709 Designer DH
(909) 590-5200 Page
t
.a Hideaway CVWD Well Site #2
Overturning Stability (sum moments about footing toe):
OTM L 5 EFPActive'bwall'(Hret + Hsoil + Tfooting)3J 5 EFPActive'bwall (Tfooting { Hsoil — 12in)3
G
• OTM = 3264lb- ft
l - r CMUret l
Waller .- WallDU 2 + Ltce I Waller = 4455 lb ft
` 11J
Keyte CMUret KeyDL 2 + LtceJ Keyte = 675 lb ft
- - - _ ---. -Lfo-•-g . --_------- - --_ - - - -
Footing := FootingDL• 2otm- Footings = 1898 Ib ft
Soil b :_ •Soil (L _ Lheel - CMUret1 SoiIRM.heel = 32201b ft
RM. feel DL I footing 2 J
ERM Waller +Footings + SoilRM.heel + KeyRM ERM = 10248 lbft
1R
FS t ERM
oTM 'I= FSbT j = 3:14 > 1.50
++t OTM
Soil Bearing:
Lfooting ERM — OTM 1Lfooting +
efooting — efooting = 0.17 ft 0.75 ft
2 EDL 6
4
I r L•footing 1
Lequiv 3 I 2 — efootingJ 'I'equiv = 6.24 ft
]J
SoilBeziing:= EDL + 6•EDL•efooting tf efooting < Lfooting Resultant in middle 1/3-
k Lfooting'bwall 1 footing 2 bw
6 > ,
all
2 -EDL otherwise Resultant outside middle 1/3
Lequiv'bwall
SoilBeanng
SoilBearing = 916 psf = 0.37
Il AllowBearingsoil
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 13
h
j�,� 16716 Quail Country Ave.
!i � ` Chino Hills, CA 91709
/ ^ (909) 590-5200
(� {",ee Hideaway CVWD Well Site #2
Footing Stability & Soil Bearing Desiqn (Lateral Design):
Active Soil:
Vwall.ret 2 -EFPActive'bwall'(IIret + Ilsoil + Tfootij — 2 •EFPActive'bwall'(Hsoil + Tfooting)z Vwall.ret = 1102 lb
Date 2/7/2007
Designer DH
Page
Mwall.ret 6 •EFPActive'bwall'(H et + 14soil + TfootinJ3 — 1 *EFPActive'bwall'(H,0il + Tfooting)3 Mwall.ret = 3209lb•ft
Wall EQ:
VwaII.DL.EQ Fpw.wall'(CMUwall'Ycmu'Hwall + CMUret Ycmu*Hret)'bwall Vwall.DL.EQ = 588 lb
rr (Hwall
Mwall.DL.EQ Fpw.wall'Ycmu'LLCMUwall-Hwall'I 2 + 1lret + boil)1 +ICNRJ,et 14ret( tet + oil1l1'bwall'
Wall Wind: Mwall.DL.EQ = 3765lbft
Vwall.wind Pwind'0 — OPngfence)'bwall'Hfence + Pwind'bwall'13wall Vwall.wind = 171 lb
�..t
Mwall.wind Pwind'(1 — OPngfence)'bwall*Hfmce'( 214fence (
+ Hret+ "soil) ll Hwall + Pwind'bwall*Hwall'I 2 + fret+ Hsoil)
Soil EQ:
Vsoil.EQ EQsoil'bwall'Hret Vsoil.EQ = 90 lb
Msoil.EQ EQsoil'bwall'u et(tet + Noil + Tfooting) Msoil.EQ = 472lb•ft
Slidina Stabili
Sliding := Vwall.ret + max(Vwall.DL.EQ + Vsoil.EQ+Vwall.wind) Sliding = 1781 lb
Resistfriaim + Resistpassive
FSsliding �= FSsliding = 1.29
Sliding
Overturning Stability (sum moments about footing toe):
OTM := Mwall.ret + max(Mwall.DL.EQ + Msoil.EQ,Mwall.wind) OTM = 7447lb- ft
ERM
FSOTM OTM FSOTM = 1.38
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 14
Mwall.wind = 1710 Ib ft
Hilts Consulting Group, Inc. Project" 06-018
Jl 16716 Quail Country Ave. Date 2/7/2007
Designer DH
Chino Hills, CA 91709 Desi 9
1 (909) 590-5200 Page
:kak I Hideaway CVWD Well Site #2
soil Bearing !.
1' Lfooting ERM — OTM Lfootitig
efooun@' = 2 EDL efooting = 1.42 ft 6 = 0.75 ft
rLfooting 1
Lequiv' 3•I 2 — efootingJ Lequiv = 2.50R
EDL 6•EDL•efooting Lfooting
Soifflearing :_ + if efooting < 6 Resultant in middle 1/3
r Lfooting'bwall L z bwall .
footing if 2•Y -DL Resultant outside middle 1/3
-- -----------.--._...otherwise - — --" ------ - - --- - - r . ._
Lequiv' bwall t`
k t '
SoilBeiaring = 2685 psf SoilBearJi ng 0 81
•AllowBeartng 1143
i
r
t
i .
r '
CMU Ret,ilning Wall - 6ft Ret 6ft Wall Oft 15 .
li • ..
r
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Footing Toe Design:
Noba,:= 6, spacing_=-16in Toe flexural rebar size and spacing
Nobar in
A Tfooting —_ — 3in} d = 11.63 in
2.8
Design Loads:
L L ifefooting' Lfooting L 2.50 ft
SB = footing — 6 SB =
Lequ;v otherwise Effective length of soil bearing
SBI := SoilBearing SBI = 2685 psf Soil bearing at toe of footing SBI
EDL 6-EDL-efooting Lfooting
SBZ :_ — if efooting _< SBZ = 0 psf
L'footing'bwall 1 -footing 2 'bwall 6
Opsf otherwise
SoilBearing Lfooting
wsoil.bearing = if efooting <
Lfooting 6
SoilBearing
otherwise
LSB
SBwall SBI — (wsoil.bearing' Lt.) if LSB > Ltoe
Opsf otherwise
3roject 06-018
Date 2!7/2007
Designer DH
Page
Soil bearing at heel of footing
Wsoil.bearing = 1073 Ps Rate of soil bearing change
ft
SBwall = 2 psf Soil bearing at wall face
SBI +SBwall
Vtoe := 2 •Ltoe•bwall if LSB > Lt. Vtoe = 33591b Shear at wall face
1
2'SBI'LSB•bwall otherwise
L2
Mtoe SBwall' 2 + 2 SBI — SBwall)-Ltoe' 3'Ltoe 'bwall if LSB > Ltoe Mtoe = 5595lbft
LSB 11
2 SBt'LSB' Ltoe — 3JJ'bwau otherwise Moment at wall face
LDF := 1.00 Load duration factor (based on critical load case for soil bearing)
1.7• Vtoe 1.7• Mtoe
V°:=
°: LDF V. = 5710 lb M.:= LDF Mu = 951216 ft
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 16
Concrete Design:
'No •in 2 b _
41 ( 8 ) (spacing) AS = 0.33 inAst
Pmin ='x•0025 p :_ bwall ' d P = 0.0024 pma = 0.0134
i
(
a:= ' As •f a = 0.78 in Wn :_ f As•fyI d — 2 I Wn = 16752lbft
O.j
c•b wall \\ J
4 _ 1
-- - ----:Mu- -- - -- - - - --_- ----- ---- -----_
MomentRatio:= 3 if P :5 Pmin MomentRatto 76%
+i Wn
Mu
!I
otherwise
j Wn
1P
OS
m Vcv lb ' .2 ,bwall'd V = 118581b vu = 48'
in V %0
Temp steel: .
Ptemp•Lfooting•d :..
SAstemp, 0 20tn . Ptemp; 0 00141% ntemp = ntemp = 4.39
Ircr l fSzd ck dt,e*d urd As.tem
p
I
1
i
I'
F
lk
I -
CMU Re laining Wall - 6ft Ret 6ft Wall Oft . 17
Hilts Consulting Group, Inc.
Project 06-018
16716 Quail Country Ave.
Date 2/7/2007
Chino Hills, CA 91709
590-5200
Designer DH
Page
'
(909)
av
r
pr
Hideaway CVWD Well Site #2
Y
Y'
Concrete Design:
'No •in 2 b _
41 ( 8 ) (spacing) AS = 0.33 inAst
Pmin ='x•0025 p :_ bwall ' d P = 0.0024 pma = 0.0134
i
(
a:= ' As •f a = 0.78 in Wn :_ f As•fyI d — 2 I Wn = 16752lbft
O.j
c•b wall \\ J
4 _ 1
-- - ----:Mu- -- - -- - - - --_- ----- ---- -----_
MomentRatio:= 3 if P :5 Pmin MomentRatto 76%
+i Wn
Mu
!I
otherwise
j Wn
1P
OS
m Vcv lb ' .2 ,bwall'd V = 118581b vu = 48'
in V %0
Temp steel: .
Ptemp•Lfooting•d :..
SAstemp, 0 20tn . Ptemp; 0 00141% ntemp = ntemp = 4.39
Ircr l fSzd ck dt,e*d urd As.tem
p
I
1
i
I'
F
lk
I -
CMU Re laining Wall - 6ft Ret 6ft Wall Oft . 17
Hilts Consulting Group, Inc.
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Footina Heel Desian:
Project 06-018
Date 2/7/2007
Designer DH
Page
Noir . 5; spacing := `16inl Heel flexural rebar size and spacing
a _ Noun
d := Tfoot- — - 2in! d = 12.69 in Distance to flexural rebar
2.8
Design Loads:
Vheel [[Ysoil'(Hret + Hsoil)'(Lheel — CMUret)] + [Yconc'Tfooting'(Lheel—CMUret)]]'bwall Vheel = 9921b
2 2
M ( + (Lheel — CMUret) + T (Lheel — CMUmt) b M 496 lb ft
heel = Ysoil' Hret oil ' 2 Yconc' footing' 2 wall heel =
. - I].
V.:= 1.7• Vheel V„ = 1687 Ib
Concrete Design:
TC NObar in ball
As 4 8 )2. (spacing)
Pmin = 0.0025
f
a:= y a = 0.54 in
0.85•fc'bwa11
M.:= 1.7•Mheel M„ = 844 Ib ft
As = 0.23 in'
As
p:= p=0.0015
bwall' d
1-
MomentRatio := 3 if P <_ Pmin
Wn
M„
otherwise
Wn
05
ovc._ 0v lb n in .2 -bwall-d OV, = 12941 Ib
OMn Of-As'fy'I d a)
\ 2
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 18
Pmax = 0.0134
MomentRatio = 9 %
V„
= 13%
O Vc
Wn = 12857 lb ft
Hilts Consultinq Group, Inc.
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
-rolect ub-u'i s
Date 2/7/2007
Designer DH
Page
Footi'nq Key Design:
NobaS epacing 16m Heel flexural rebar size and spacing
.,
sdWey 2 8 `;. ;31n d = 8.69 in Distance to flexural rebar
Design Loads:
VkeyL AllowPassivesoir Hsoil + Tfooting + Dkey 2 — 2 AllowPassivesoil' Hsoil + Tfooting 2J bwall Vkey = 1 125 lb
Mkey : 6 AllowPassivesoir(Hsoil + Tfooting + Dkey)3 — I AllowPassivesoil'(Hsoil + Tfootinj3 'bwall Mkey = 1723 Ib ft
Vu := :i .7 Vkey Vu = 19121b Mu := 1.7•Mkey Mu = 2929lbft
J Concrete Design:
.X Nobaz )2. in b.11l•":As:= —•As=0.23 in
4 8 spacing
Pmin 0.0025
i
As -
f
a:= y a = 0.54 in
0'.851,:-bwall
4
—'Mu
Mome ntRatio:= 3 if P Pmin
Mn
Mu
otherwise
W.
As
p := p = 0.0022
bwall' d
05
ov 0V' lb .2 F'bwall•d OV, = 8861 lb
in -v
Fc.
Steel:
As temE! 0 20in, Ptetnp- 0 OO,li4
W. SFAs-fyCd — al
2
Ptemp' Wkeyd
ntemp
As.temp
CMU Retaining Wall - 6ft Ret 6ft Wall Oft 19
Amax = 0.0134
OM,, = 8715 lb R
MomentRatio 45 %
Vu
= 22%
0e
ntemp = 0.73
Hilts Consulting'Group, Inc: Project 06-018
16716 Quail Country Ave. ._ Date 2/7/2007
Chino Hills, CA 91709 . . , 'Designer DH
(909) 590-5200 Page
Hideaway CVWD,WeII Site #2
%u r
max.)
O
ence 0 (min.)
Fence (% Opening) %.i s
1• _ ° * t `+ ; f , .00 (max.)
y y, Y , r < iH/e ... 4 MAI (max.)
MOT
12in
rtt 3 ,W011_ CMU .'& Rebor_ _ _ `% ti _ » F •Y.: - ! •.t ` " S # a r•. s', {y ...
p = ' (size. &.SpoCinq) is •' y ?r ` \,jti . r . ; Cl\'lU T 18111 E.
r • . s a r 'T. °'' ^ • .. i. };. FEW,`Ft12117. k'
I El I S I El I EI I I-II I I- .` T'fooh 151n
+ \ ,: I ' I =1 I I-III=1 I=1 11= , •t $ :" _' g ,
i Ret CMU' £z Rebor
fII=I.
(size& spocing) III=10
III-IV
I1=1I1=_ . . =LENT, 24ui
.y Fin' Gr.r liell
• i - III-II1= r
III-IAp•.
III=1 I } L footing - Lt- + L'heel
11=III-III=III=- II=III_= III=, Heel Rebor
r . • r. ,
(s ze„& apoc ng).r \ Lfooting = 3.50 ft
' 4`- • .fin •{ ..
t , ^4r ' r }'pp' '-` 12tH , •
-'_ •'k F1 r
• L` Toe Rebor
(size F! spocin ti+ `t
-Key Rebor, a_ W 4 g) .. y 1
. k e
i (size & spoc ng),F,
t,L.toe L.heel
a .. f- - /.y . ' ., • r 4. - a
_ I'. a _ / •• T , 4. • p. 1' .. '#•i r .• r,w .; ♦ t .
J
CMU Retaining Wall -'4ft Ret 6ft Wall Oft _ ,r.1` "1 `` 't• .
\ 16716 Quail Country Ave.
l Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Material Properties:
fc := 2500psi
f
y:= 60ksi
:ES_= 29000ksij
R :=
0.85 if f,,:5 4000psi
fc – 4000psi
(0.85 – 0.05)
otherwise
l 000psi
0.85.p.fc 87000psi
Pbal := f f 1
y 87000psi p + Yl
Pbal = 0.0178
Pmax:= 0.75Pbal
Pmax = 0.0134
3 _ Ibo.s 200 Ib
Pmin = min f • in f 2
Pmin = 0.0025
r r in
Yconc 150pcfj
;,f'= 0:901
4V:= 0.85i
f;, = 1500psi
7 cmu::=,135pcf
Em := 750 -fm Em = 1125000psi
S1 1.0011
ES
n:=— n=25.8
Em
Concrete 28 -day compressive strength
Rebar yield strength
Rebar modulus of elasticity
0 = 0.85
Balanced reinforcement ratio
Maximum reinforcement ratio
Minimum reinforcement ratio
Concrete unit weight
Concrete flexural strength reduction factor
Concrete shear strength reduction factor
project 06-018
Date 2/7/2007
Designer DH
Page
Concrete masonry unit (CMU) 28 -day compressive strength
CMU weight, normal weight units (solid grouted)(slumped block)
CMU modulus of elasticity
CMU Special Inspection (yes=1/no=0.5)
Modular ratio
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 2
4
Hilts Consulting Group, Inc. Project 06-018
16716 Quail Country Ave. Date; 2/7/2007
Chino Hills, CA 91709 ,`- "Designer. DH
1 (909) 590-5200 04 - Fage •
s Hideaway,CVWD Well Site #2 ; P
''' •,1 ♦ - . ' - •. b' r' - .` 'yV ..Y '1 .fir YJGa ` - . { -"v.
Soil Proaerties:
Refere
nce site-specific soils reports prepared by Sladden Engineering, dated January 28,'2005. w_ ".,•
YSoi`:= Soil unit weight
'
A11owFiearingPso;j := mini 1500psf + [(Z footing — 12in +250ffpsf1 + r(T footing + Hsoil — 12in 2 6i, ], 2500psf .'
JJ Ll
Allowflearingsoil = 2 psf r Allowable soil pressure w/ depth & width increases • ' F'
Allowable friction coefficient
Fri ion -actor 040
r
YAllowable, n
Al1owFasstvei250pcf _ _, .. _ _ _ passive pressure,_igno e_uPper,1_.foot•_,__ R', 7
W.
.itwta:as + x
EF -P 35pcf Active soil equivalent fluid pressure, level backfill,
Z r^`OAF •+ - . + ... •. ,.
- Seismic Zone 4 s"
}N 1P 0 ; „ ' Near Source Acceleration,' Source A <'10 km
Ca = 0.46. Seismic Coefficient.
X129 Near Source Velocity, Source A, <10 km
y Cpv' j(164N - Cv•= 0.83 *' Seismic Coefficient `
•,4
EQsoail 1 Dynamic lateral earth pressure'per foot of retained height .
- - r ., ,. r •. 1F +' . • c r' +:s t ... r` i f ,, •. - r^1*fy F ' r
.. ?'. r ' r' '• •^F ' _. .1 a , a.* -
• ',- r _ is k ,•F ,. _ 4 - 'M~. _ r •
.. + r , ., `Jh ' • • I T 1 •'i Y. I SI. ,•t a l 5 1 ._.
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 3
°.; 16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Seismic Force on Elements (walls) - UBC 1632:
Ca = 0.46 Seismic Coefficient
,_._ _ .u.
'IP : 1.00 Elements, UBC Table 16-K
aP� : 1.01 Horizontal Force Coefficient, UBC Table 16-0, wall elements
'Rp.wall 3.0 Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements
hx := Ht + H.,11 h„ = 10.00 ft Height to level for design
hr := Hret-+.Hwatl hr= 10.00ft Total height
ap.wall•Ca'Ip hx
Fp.min.wall 0.7•Ca Ip Fpx.wan 1 + 3•— Fp.max.wall 4.0•Ca Ip
Rp.wall hr
Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83
Fpu.wall Fp.min.wall if Fpx.wall < Fp.min.wall
Fp.max.wall if Fpx.wall > Fp.max.wall
Fpx.wall otherwise
Fpu.wall = 0.61
Fpu.wall
Fpw.wall 1.4 Fpw.wall = 0.44
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 4
'roject 06-018
Date 2/7/2007 -
Designer DH
Page
CMU Remaining Wall - 4ft Ret 6ft Wall Oft 5
(l 16716 Quail Country Ave.
f Chino Hills, CA 91709
•L
L i (909) 590-5200
r4+ Hideaway CVWD Well Site #2
Fence Wall Design:
Wall Geometry:
H,all = 6.00 ft
CMU wall height
bwMI := 12in;
Design unit wall width
CMUwal1 = 8.00 in
Wall thickness
Nobaz:= ,f spacing -16in,
Flexural rebar size and spacing
(CMU,,; s 0.375in)
dcmu =
dcmu = 3.81 in
Distance to flexural rebar
.
. ._. 2 _..
-
,LDF:= 1-331
Load duration factor
1[ NObar to 2
Asbar —
( )
Asbar = 0.31 int
Rebar cross sectional area
4 g
Nobar to
Eo := n
Eo = 1.96 in
Rebar perimter
8 J
Asbar
P
P = 0.0050
Flexural reinforcement ratio
spaciba, u
Minimum reinforcing:
A -
pg := _ pg = 0.0024 Must be greater than 0.0007
spacing. CMUwa11
0.20in2
Phoriz Phoriz = 0.0010 #4 @ 24" o/c
24in•CMUwall Must be greater than 0.0007
Ptotal Pg + Phoriz Ptotal = 0.0034 Must be greater than 0.0020
Pwind = 28 psf wEQ Fpw.wall'Ycmu'CMUwall WEQ = 39psf
Vwind Pwind'(1 — Opngfence)-bwall'Hfence + Pwind'bwall'Hwall
Hfence 1 Hwall 2
Mwind Pwind'(1 — 0pngfence)-bwa11'Hfence' 2 + Hwa11 I + Pwind'bwall' 2
J 2
V • w b H V 235 Ib M b Hwall
eq •= — EQ' wall' wall eq = eq •= w EQ' wall' 2
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 6
Vwind = 171 Ib
Mwind = 513 Ib ft
Meq = 706 Ib ft
'roject 06-018
Date 2/7/2007
Designer DH
Page
• Hilts Consulting Group, Inc. Project 06-018
16716 Quail Country Ave. Date 2/7/2007
Chino Hills, CA 91709 Designer DH
• jar (909) 590-5200 Page—
Hideaway CVWD Well Site #2
5
Vwall := ma0wind'Vej uwall = 235 lb MwaI1 :-,max(Mwind.MeJ Mw,11 = 7061bft
CMU Design:
i1 ..
k:=V`r•p)2+2•(n•p)-n•p k=0.40 j:= 1 - 3,1=0.87
ii
Masonry compressive stress:
! Mwall2 • fm fcmu
fcmu fcmu = 283 psi FmA11ow = — SI LDF FmAIIOW = 665 psi 43 %:.,
?bwall'dcmu2 1 k 3 TF Wlow:' F
- --Reinfoicement tensile-stress: - - - -. - - -- -- - - -' - - - -- _ _. _. _ _ _ -_ • _ .. _ _
[ Mwall
fs 1,fs = 11126 psi40
pacij*dcmu
ng
1t 12in
fs
FsAllowI
`= if(O.5•fyLDF:524000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow=31920 psi ' F =-35%
-ti sAllow
Masonry shear stress:
os
fv ! Vwall FvAllow := SI LDF• Ib • fv = 12;% '
b •'•d fv = 5.9psi in FvAuow = 51.5 psi FvAil w
walll cmu o
Reinfo-rcement bond stress:
uwall fµ
fµ = 48 psi FµA11ow := (200psi)• SI•LDF FµAllow = 266 psi
-o FµAllow
'1'dcmu
spacing
A {
Development Length:
Iin rNobar int fs ' _
Ldtension - 0.002• I J fs 1.50 if _ 0.80 Ldtension - 14 in '
lb ` 8 FsAllow
0.002• int bar 'fs otherwise F
. lb (No•in 8 )
NOW
Lap:=m Ldc.nsion+40•(l in y Lap = 25 in
i •
CMU REtaining Wall- 4ft Ret 6ft Wall Oft. 7
h
' 16716 Quail Country Ave.
Chino Hills, CA 91709
L(909) 590-5200
r
/%I Hideaway CVWD Well Site #2
Retaininq Wall (at bottom of wall):
Wall Geomet
Hret = 4.00 R
Design retaining height
bwal1:' 12i>
Design unit wall width
CMUret = 12 to
Wall thickness
Nobar :— 51 ;spacing-=- 6
Flexural rebar size and spacing
dcma = (CMUret:— 0.375in)•- 2in,
dcmu = 9.62 in
Distance to flexural rebar
n Nobar in Z
1
Asbar := .\
Asbar = 0.31 int
Rebar cross sectional area
4 8
Nobar to
Eo := n•
Eo = 1.96 in
Rebar perimter
8
Asbar
P =
p = 0.0020
Flexural reinforcement ratio
spacing•dcmu
Minimum reinforcing:
pg := _ pg = 0.0016 Must be greater than 0.0007
spacing• CMUret
Phoriz2.0.20in2 Phoriz 0.0014 (2) #4 @ 24" o/c
:= =
24in•CMUret Must be greater than 0.0007
Ptotal := Pg + Phoriz Ptotal = 0.0030 Must be greater than 0.0020
Design Loads (Normal Lona -term Loadina):
LDF: 1.00 Load duration factor
Active Soil:
Vsoil := 2 •EFPActive'bwall'(Hret + Hsoil)Z — 2 'EFPActive'bwall'Hsoi12 Vsoil = 420 lb
Msoil := 6 •EFPActive'bwall'(Hret + Hsoil)3 — 6 •EFPActive'bwall'Hsoil Msoil = 723 lb -11
CMU Retaining Wall - 4ft Ret Eft Wall Oft 8
Date 2/7/2007
Designer DH
Page
ii
* E Hilts Consultinq Group, Inc. Project 06-018
( 16716 Quail Country Ave. Date, 2/7/2007
Chino Hills, CA 91709 Designer - DH
h (909) 590-5200 Page
r-
' Hideaway CVWD Well Site #2
V:= Vsoi1 V = 420 lb M := Msoil M = 7231bft,
`
I1
CMU Dbesian:
ii
k:= n`P)2 + 2•(n•p) — n•p k = 0.27 j :=,I — 3 j = 0.91
Masonry compressive stress:
—
fcmu —
M
t
2 fcmu — 63 psi Fmfm SI LDF.
- P Allow— •—
Fm — 500 psi
Allow — P
fcmu
= 13 %: -
2 J k 3
J
lbwall•dcmu
FmAI ow.`.
Reinfor Icement tensile stress:
- --------,----_---
fs•- -I
'ksbar fs = 4312 psi
— •J•dcmu
spacing
ii.12in
fs...
FsAllowi`= if(0.5•f -LDF :5 24000psi•LDF,0.5•fyLDF,24000psi•LDF)
FsAllow = 24000 psi
_ 1%. .
8
FsAllow
4.Masonry shear stress:
!r.•.,•
l
fv:=r V FvAllow:= •SI•LDF
o s
lb'
f..
v
= 1.0%.
bh all•J'dcmu fv = 4.0 psi
in
FvAllow = 38.7 psi
FvA.11ow
Reinforcement bond stress:
'
f :_
V fp = 33psi FµAllow:= (200psi)•SI•LDF
Fµpllow= 200 psi
f
µ
= 16%0
µ
c
L0
F11Allow
-
`J`dcmu
spacing +
P 12in ,
Develppment Length: -
t
Ldtension :=
in2
0.002
NOW -in)
J
fs
fs
• 1.50 if >_ 0.80
`
I-dtension
= 5 in
lb 8
F sAllow
Nobar-in)
"lb
-
0.002•
I
fs otherwise
;
G
]b
8
Nobar
Lap ::4 m
Ltensiom 40
I
8
inJ
Lap = 25 i,n
GMu Kedalnmg wan - 4tt Ket tin wan un a• .
j
\. 16716 Quail Country Ave.
H1a Chino Hills, CA 91709
C (909) 590-5200
Hideaway CVWD Well Site #2
Design Loads (Short-term Loadin
LDFy:=7113, Load duration factor
Active Soil:
Vwall.ret 2 •EFPActive'bwall'(Hret + Hsoil)Z — 2 EFPActive'bwall'Hsoi12 Vwall.ret = 420 lb
Mwall.ret 6 EFPActive'bwall'(Hret + Hsoil)3 — 6 EFPActive'bwall'Hsoil Mwall.ret = 723 lb -ft
Project 06-018
Date 2/7/2007
Designer DH
Page
Wall EQ:-
VwaII.DL.EQ Fpw.wall'(CMUwall'ycmu'Hwall + CMUret ycmu'Hret)-bwall VwaII.DL.EQ = 471 lb
2
Mwall.DL.EQ Fpw.wa11' CMUwall1cmu'Hwall' H2all + Hret)] + CMUrefycmu' Hre
2t 'bwall Mwall.DL.EQ = 2118lbft
Wall Wind:
Vwall.wind Pwind'(I — OPngfence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 171 lb
Hfence wMwall.wind:= Pwind'(1 O ngfence)'bwall'Hfence'C + Hwall + Het+ Pwind'bwall'Hwall'+ Hret) Mwll wind=11971b ft2 J (2
Soil EQ:
VsoiI.EQ EQsoil'bwall'Hret
Hret
MsoiI.EQ EQsoil-bwall-Hret' 2
Design Loads:
V:= Vwall.ret + max(VwaII.DL.EQ + Vsoil.EQ. Vwall.wind)
M := Mwall.ret + max(MwaII.DL.EQ + Msoil.EQ+Mwall.wind)
Vsoil.EQ = 60 lb
Msoil.EQ = 120lb•ft
V=951 lb
M = 2961 Ib ft
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 10
Hilts Consultinq Group, Inc. Project 06-018
16716 Quail Country Ave. Date 2r7/2007
Chino Hills, CA 91709 'Designer DH
f (909) 590-5200 f Page
Hideaway CVWD Well Site #2
CMU Desi4n: T r
k:= V In p 2 + 2•(n•p) _ n•p k = 0.27 j := I — k j = 0.91
Masonry compressive stress:
f. f
fcmu:= ! M 2 fcmu = 257 psi FmAllow m SI•LDF FmAIIOW = 665 psi cmu 39:%' y
'2 \j'k/ 3 FmAltow.; ;
ljb walld cmu
Reinforcement tensile stress:
M
fs :_
J
- - -- Asbar _.. _ -fs=.1765-4psi------- - -•.- - -- -- - - -- .- ----------------- --
J'dcmu
spacing `
12m
F tf 0.5 f LDF <- 24000psi LDF,0.5•f •LDF,24000psi•LDF F All w 31920 psi
sAllow Y•= y y ) s o
Ii s FWlow_
Masonry shear stress:
C'tfv I. V FvAllow :— fm SI LDF• lb v = 1.8.a/o
' d fV = 9.1 psi - in FvAllow = 51.5 psi F
}wall'J' cmu vAllow
Reinforcement bond stress:
V
fµ=74 psi FµAllorw '— (200 si)•SI•LDF FµAow-266 psi
fµ 28%
F,o FµAllow
spacing
j 12in
Development Length: -,
r .
'iE 2
t° (
Ldtens ,n 0.002 Nobarin fs 1.50 if fs >- 0.80
lb 8 FsAllow
, Ldtension = 22 in
).
ii int Nobar•in
0.002• Ib ( g )•fs otherwise x. ;
i
(Nobar
Lap :=" M Utension, 40• I ).in] # Lap = 25 in Y
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 11 , „ •:}
16716 Quail Country Ave.
Chino Hills, CA 91709
i (909) 590-5200
Hideaway CVWD Well Site #2
Footing Stability & Soil Bearinq Desiqn (Static Design):
Footing Geometry:
Ltoe = 1.50 ft
Footing length from face of wall to toe
Lheel = 2.00 ft
Footing length from face of wall to heel
Lfooting := Ltoe + Lheel
Lfooting = 3.50 ft Total footing length
Tfooting = 1.25 R
Footing thickness
b",all = 1.00 ft
Design unit wall width
Dkey = 1.00 ft
-Key depth
Wkey = 1.00 ft
Key width
Sliding Stability:
Sliding := EFPgctive'bwall'(Hret + Hsoil + Tfooting 2
2 Sliding = 684 lb
WallDL := Ycmu'[CMUwa11'HwaII + CMUrei (Hret + Hsoil)]'bwall Wa11DL = 1215 lb
FootingDL := Yconc'Lfooting'Tfooting'bwall FootingDL = 65616
KeyDL := Yconc'Dkey' Wkey'bwall KeyDL = 150 lb
SoilDL := Ysoil'(Lheel — CMUre)'(Hret + Hsoil)'bwa11 SoiIDL = 575 Ib
EDL := WallDL + FootingDL + SoilDL + KeyDL EDL = 2596 lb
Resistfriction := FrictionFactorsoii•EDL Resistfriction = 1038 lb
ResistPassive := I•AllowPassivesoil*bwall'(Tfooting + Dkey + Hsoil — 12in)Z ResistPassive = 633 lb
Resistfriction + ResistPassive
FSsliding := FSsliding = 2.44 11-50
Sliding
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 12
Date 2/7/2007
Designer DH
Page
Overturnina Stability (sum moments about footing toe):
i+1g3 b 3
6'EFPActive'wallOTM EFPActive'bwall' Hret + Hoil + Tfootin— (Tfoting + Hol-12in)6 "
OTM = 1413lb•ft
!k -
WallRM`:= Wa11DL ( CMUret + L`cel Wal1R = 2430lb ft ,
If \ J
Keyte e- KeYDU CMUret + Lt
cel KeyR = 300 lb ft
_ft- - - - -- --- - ---- - - - -.. - ---
- - - - - - - i fooling Foottn 1148 Ib ft
FootingRM:= FootingDL 2 g>t>ti =
rLheel - CMUret1
SoilRM02
Ih,,l:= SOilDL'I Looting- J SoilRM.heel= 17251bft
\
ERMJI WallRM + FootingRM + SoilRM.heel + Keyte x ERM.= 5603 lb ft _
t
%FS 1 - ERM > 1.50
oTM, - FSOTM = 3:97 -
OTM t
Soil Bearing:
e`- Lfooting - ERM - OTM e - 0.14 ft Lfooting - 0.58 R
footing — footing — 6
2EDL
Lfooting 1 —
Lequiv 3'I 2 — efootingJ Lequiv - 4.84 ft
EDL 6•EDL•efooting Lfooting
SoilBearing:= + if efooting < Resultant in middle 1/3
p Lfooting-bwall 1 2 b 6
footing wall
F 2 -EDL Resultant outside middle 1/3
l otherwise
Lequiv' bwall
SoilBearing `
SoilBearing = 915 psf = 0.37
AIIowBeanngsoil
i
I
it •
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 13
Hilts Consulting Group, Inc.
Project 06-018
16716 Quail Country Ave.
Date 2/7/2007
\'
Chino Hills, CA 91709
Designer DH
(909) 590-5200
Page
^ y
Hideaway CVWD Well Site #2
Overturnina Stability (sum moments about footing toe):
i+1g3 b 3
6'EFPActive'wallOTM EFPActive'bwall' Hret + Hoil + Tfootin— (Tfoting + Hol-12in)6 "
OTM = 1413lb•ft
!k -
WallRM`:= Wa11DL ( CMUret + L`cel Wal1R = 2430lb ft ,
If \ J
Keyte e- KeYDU CMUret + Lt
cel KeyR = 300 lb ft
_ft- - - - -- --- - ---- - - - -.. - ---
- - - - - - - i fooling Foottn 1148 Ib ft
FootingRM:= FootingDL 2 g>t>ti =
rLheel - CMUret1
SoilRM02
Ih,,l:= SOilDL'I Looting- J SoilRM.heel= 17251bft
\
ERMJI WallRM + FootingRM + SoilRM.heel + Keyte x ERM.= 5603 lb ft _
t
%FS 1 - ERM > 1.50
oTM, - FSOTM = 3:97 -
OTM t
Soil Bearing:
e`- Lfooting - ERM - OTM e - 0.14 ft Lfooting - 0.58 R
footing — footing — 6
2EDL
Lfooting 1 —
Lequiv 3'I 2 — efootingJ Lequiv - 4.84 ft
EDL 6•EDL•efooting Lfooting
SoilBearing:= + if efooting < Resultant in middle 1/3
p Lfooting-bwall 1 2 b 6
footing wall
F 2 -EDL Resultant outside middle 1/3
l otherwise
Lequiv' bwall
SoilBearing `
SoilBearing = 915 psf = 0.37
AIIowBeanngsoil
i
I
it •
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 13
Footing Stability & Soil Bearinq Design (Lateral Design):
Active Soil:
Vwall.ret 2 •EFPActive'bwall'(Hret + Hsoil + TfootinJ2 — 2 'EFPActive'bwall'(Hsoil + Tfootinj2 Vwall.ret = 595 Ib
Date 2/7/2007
Designer DH
Page -
Mwall.ret 6 •EFPActive'bwall'(Hret + Hsoil + Tfooting)3 — I *EFPActive'bwall'(Hsoil + Tfooting)3 Mwall.ret = 1358lb•ft
Wall EQ:
VwaII.DL.EQ Fpw.wall'(CMUwall'Ycmu'Hwall + CMUretYcmu'Hre)'bwall VwaI1.DL.EQ = 471 lb
1
MwaII.DL.EQ Fpw.wall'Ycmu'CI \ CMUwall'Hwall'-ret 2 + + Hsoil)+ [CMUet-Hret'C2 Hret + Hsoil111lJ'bwall
(
J \ /J
Wall Wind: MwaILDL.EQ = 2589lbft
Vwall.wind Pwind'(1 — Opngfence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 171 lb
C Hfence Hwall 1
Mwall.wind Pwind'(1 — OPngfence)'bwall'Hfence' + Het + Hsoil 2 + Pwind'bwall'Hwall'I + ..'t..'t + Hsoi1J
2
Soil EQ:
Mwall.wind = 1368 lb ft
VsoiI.EQ EQsoil'bwall'Hret Vsoil.EQ = 60 lb
MsoiI.EQ EQsoil'bwall'Hret I ret + Noil + Tfooting) Msoil.EQ = 255 lb -ft
Sliding Stability:
Sliding := Vwall.m + max(Vwa►I.DL.EQ + Vsoil.EQ) Vwallmind)
Resistfriction + Resistpassive
FSsliding -_
Sliding
Overturning Stability (sum moments about footing toe):
OTM := Mwall.ret + max(MwaII.DL.EQ + Msoil.EQ. Mwallmind)
ERM
FSorM OTM
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 14
Sliding = 11261b
FSsliding = 1.48
OTM = 4201 lb -ft
FSo-rm = 1.33
Hilts Consulting Group. Inc.
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
ct-.2,-
Hideaway CVWD Well Site #2
Footing Stability & Soil Bearinq Design (Lateral Design):
Active Soil:
Vwall.ret 2 •EFPActive'bwall'(Hret + Hsoil + TfootinJ2 — 2 'EFPActive'bwall'(Hsoil + Tfootinj2 Vwall.ret = 595 Ib
Date 2/7/2007
Designer DH
Page -
Mwall.ret 6 •EFPActive'bwall'(Hret + Hsoil + Tfooting)3 — I *EFPActive'bwall'(Hsoil + Tfooting)3 Mwall.ret = 1358lb•ft
Wall EQ:
VwaII.DL.EQ Fpw.wall'(CMUwall'Ycmu'Hwall + CMUretYcmu'Hre)'bwall VwaI1.DL.EQ = 471 lb
1
MwaII.DL.EQ Fpw.wall'Ycmu'CI \ CMUwall'Hwall'-ret 2 + + Hsoil)+ [CMUet-Hret'C2 Hret + Hsoil111lJ'bwall
(
J \ /J
Wall Wind: MwaILDL.EQ = 2589lbft
Vwall.wind Pwind'(1 — Opngfence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 171 lb
C Hfence Hwall 1
Mwall.wind Pwind'(1 — OPngfence)'bwall'Hfence' + Het + Hsoil 2 + Pwind'bwall'Hwall'I + ..'t..'t + Hsoi1J
2
Soil EQ:
Mwall.wind = 1368 lb ft
VsoiI.EQ EQsoil'bwall'Hret Vsoil.EQ = 60 lb
MsoiI.EQ EQsoil'bwall'Hret I ret + Noil + Tfooting) Msoil.EQ = 255 lb -ft
Sliding Stability:
Sliding := Vwall.m + max(Vwa►I.DL.EQ + Vsoil.EQ) Vwallmind)
Resistfriction + Resistpassive
FSsliding -_
Sliding
Overturning Stability (sum moments about footing toe):
OTM := Mwall.ret + max(MwaII.DL.EQ + Msoil.EQ. Mwallmind)
ERM
FSorM OTM
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 14
Sliding = 11261b
FSsliding = 1.48
OTM = 4201 lb -ft
FSo-rm = 1.33
S
j
{
1t Hilts Consultinq Group, Inc. Project 06-018
16716 Quail Country Ave. - Date 2/7/2007
Chino Hills, CA 91709 Designer DH
/ • y (909) 590-5200 Page
I Hideaway CVWD Well Site#2
Soil Bearing ' 4
Lfooting ERM — OTM - Lfooting
efootir g := 2 EDL efooting = 1.21 ft 6 = 0.58 ft
j, . •_ (Lfooting . —
equJ — 3 • \ 2 — efooting) Lequ,v 1.62 ft
I+' EDL 6•EDL•efooting Lfooting
Soil Btearing := + if efooting < Resultant in middle 1/3
I. Lfooting•bwall 1, 2 b 6
i footing ' wall '
2 -EDL Resultant outside middle 1/3
otherwise -
Lequiv bwall
SoilBearin g 3205 sf ,SoilBearing
= p 096
Allow,Beartngsoil 1 33 .
r
r
F,
•
P
11111 .
CMU ReG:aining Wall - 4ft Ret 6ft Wall Oft 15
!i •
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Footinq Toe Desian:
Nobar ;= 5}
spacing := 16 n#
....... .. Nobaz In~ —
d := Tfooting- 2 8 31ni d = 11.69in
Desien Loads:
Toe flexural rebar size and spacing
LSB := Lfooting If efooting :56 Lfooting LSB = 1.62 ft
Leq„iv otherwise Effective length of soil bearing
SBI := SoilBearing SBI = 3205 psf Soil bearing at toe of footing se.
EDL 6•7-DL-efooting Lfooting
SBZ :_ — if efooting :5SB2 = 0 psf
Lfooting'bwall Lfooting2'bwall 6
Opsf otherwise
SoilBearing Lfooting
wsoil.bearing _ ►f efooting
Lfooting 6
SoilBearing
otherwise
LSB
SBwall := SBI — (wsoil.bearing* Ltoe) if LSB > Ltoe
Opsf otherwise
Date 2/7/2007
Designer DH
Page
Soil bearing at heel of footing
Wsoil.bearing = 1978 s Rate of soil bearing change
ft
SBwall = 238 psf Soil bearing at wall face
SBI +SBwall
Vtoe = 2 Lt. -b,,.,,> if LSB Ltoe Vtoe = 2582 lb Shear at wall face
1
2'SBI'LSB'bwall otherwise
L2
Mtoe SBwall' 2 + 2 (SBI — SBwaII)'Ltce' 3 'Lt. 'bwall if LSB >— Lt. M1Oe = 2493 Ib ft
rL )1 -
Moment at wall face
2 SBl'LSB'I Ltoe - 3Bbwau otherwise
LDF := 1.33` Load duration factor (based on critical load case for soil bearing)
1.7• Vtoe 1.7• Mtce
V„ := V„ = 3300 Ib M„ := Mn = 31861b ft
LDF LDF
CMU Retaining Wall - 4ft Ret Eft Wall Oft 16
f Hilts Consulting Group, Inc
16716 Quail Country Ave.
\ Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Concreti- Design:
j (Mbu-in)2. ( bwall
As 8 \ spacing)
As = 0.23 in'
0.0025 0.0016 - 0.0134
Pmin =; P = P = Pmax —
bwall•d
a:= —f As fy a = 0.54 in Wn As. f • d a OMn = 11821 lb ft
0 85•fc-bwall y - 2
4 ,
-- --- -- - - - -_•M-
3 u
MomelitRatio:= if P :5 Pmin MomentRatro 3'6%
P
M
otherwise
0Mn
05 V
C-'..-vc v• lb •2 •bwaII-d OVc = 11921 lb n - 28%
r in VC
II
Tema Steel:
Ptemp'Lfooting•d
As temp 4 0 20rn PtempY p 0*OOr14 ntemp = ntemp = 3.44
As.temp
I
I
I!
i
CF
CMU Reltaining Wall - 4ft Ret 6ft Wall Oft 17
I
Project 06-018
Date 2/7!2007
Designer DH
Page
16716 Quail Country Ave.
Chino Hills, CA 91709
C r (909) 590-5200
Hideaway CVWD Well Site #2
Footing Heel Design:
INq. = 5! spacing -. 24in Heel flexural rebar size and spacing
Date 2/7/2007
Designer DH
Page
Nob,,. in
Tf�ung d = 12.69 in Distance to flexural rebar
2 8„ .:
Design Loads:
Vheel [[Ysoil'(Hret + Hsoil)'�Lheel — CMUret)] + [Yconc'Tfooting'�Lheel — CMLJret)]]'bwall Vheel = 7621b
2 Z
(heel —CMUret) �Lheel —CMUret)
Mheel [Ysoil'(Hret + Hsoil)' 2 +[Yconc*Tfooting- 2 bwall Mheel = 381 1bft
V„ := 1.7•Vheel V„ = 12961b
Concrete Desian:
� (Nobar'inl2 ( bwall
As 4 I1\ 8 J spacing
Pmin = 0.0025
f
a:= y a = 0.54 in
0.85•fc'bwall
4
_.Mu
MomentRatio := 3 if P <_ Pmin
W.
Mu
otherwise
�Mn
lb 0.5
ovc:= ov•_in � "'2.�'bwall'd
Mu := 1.7•Mheel Mu = 648 lb ft
As = 0.23 int
As
p:= p =0.0015
bwall' d
OV, = 12941 Ib
�Mn = Of•As•fy'(d 2)
CMU Retaining Wall - 4ft Ret 6ft Wall Oft 18
pma, = 0.0134
MomentRatio = 7 %
V„
_ 10%
Vc
�Mn = 12857 Ib ft
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Ci , ' Hideaway CVWD Well Site #2
Footing Key Design:
:75 'spacing 24in. Heel flexural rebar size and spacing
d = 8.69 in Distance to flexural rebar
Date 2/7/2007
Designer DH
Page
I
DesignrrLoads:
Vkey :=I 2 A1lowPassivesoir(Hsoil + Tfooting + Dkey)2 – 2 ir
AllowPassiveso(Hsoil + Tfooting)ZJ'bwall Vkey = 687 Ib
I r
Mkey: L 6 AllowPassivesoil'(Hsoil + Tfooting + Dkey)3- - 6 AllowPassivesoil'(Hsoil +%Tf6otinj3tbwall Mkey = 956lbR y
Vu := 1"7. Vkey V„ = 11691b Mu := 1.7•Mkey Mu = 1625 lb ft
1
r.'
ConcLote Design:
j
_ v Nobar-in 2 bwall As 0.23 in
ji- 4 ( 8 ) (spacing)
Pmin ='6.0025 p :_ As p = 0.0022 pma = 0.0134
bwall' d
i
I fy a
a:= —f a = 0.54 in Wn := f•As•f • d – W – 8715 lb ft
0.85•fc •bwall y ( 2)
Mu
MomeiitRatio := 3 if p < Pmin Mo
mentRatio:= 25
j.,
Wn
Mu
otherwise
II VMn
lbo.5
OVc :=,` v.—.2 j.bwall•d
in ` `
Ve = 8861 Ib
Temp Steel:
7. r" w ,
As to iip' 20tn2;Ptemp
- 0 0014
y0
I
.em.
Y
CMU Retaining Wall - 4ft Ret 6ft Wall Oft
i
I
Ptemp' Wkey'd
ntemp :_ e
`s.temp
19
V„
= 13%
Vc
ntemp = 0.73
Hilts Consulting Group, Inc. - . . ; Project 06-018
I 16716 Quail Country Ave. » µ " ` ' Date 2/7/2007
Chino Hills, CA .91709 - sner DH
(909) 590-5200 '+ • * , T.Page
ry^. Hideaway CVWD,Well Site #2 4r
i +
f P
f
_ _
a 6• -
ME _`-
FRIEZES=
i
t •,
,(max.)
s..a.,uF,L.
s
•
r `• O I, g,
gfen
Fence (% Opening)
,
x
c
z
s '`
€H ,6 t)Oft (max.)
wall'
(max.)
(min.)
da.y • +
d.woll
4
`'r 4.. 1
r
'WoII.CMU&
i.
i! 3
_
Rebor-
, (size spacing)' `
i R.• `
~
u'
` ,.._ _
z. CMUwall
f
r" ..
1CMUre t}8in.:
.:
r
i
-
:' i 1=III=III=III=111=III= '' .
'1=III—III=111-111-.
r ' • •• • • r I T t" j 5n
Ret CMU &Rebor •
..
'`
IIS `
I . 'TI=III= '
g.rc' s *..3?
:.
•I
;•(size & =_poring).
.
11=1
Lcce:12in
.
11=111=
r
+-
111=11
1El I 1=
2
tL 4in;
Fin.' Gr`
III=I I
III I II
b r*+a y
—
—
I II . .'
, '. Lf, = Ltoe'+ Lheel
o
LI -111=111=111=1I
I -1 11—I I1=1 11=1
EM
11=
ILII , s
III- ' Heel' Rebor
II , ' (size,& spocing)'14.I footing= 3.00f<
r, ., •
'
of
01
`'{ ..
,O*n
Z
+
AF
•
f—
t
'. I •Yr •
{
• '' ,
. t rdMt'3T°"jv.•
\Nk Ocn
la
.
`
Toe Rebor ,
i t Ar
!
N
-Key" Rebar ,i
•
:
-
z (sze; & spocing)
i
(size & `spoci=9)
N
+ w
ce
'
*;
L.toe
`
L heel'
L.footin9
, ' •. ,
CMU
Reltaining Wall .2ft Ret 6ft Wall Oft
; ,• 1. '.
,r {w •;
-\16716 Quail Country Ave.
\\ Chino Hills, CA 91709
C (909) 590-5200
Hideaway CVWD Well Site #2
Material Properties:
'f '2500psi-
fy:= 60ksil
E,:= 29000ksi
a := 0.85 if f,:5 4000psi
(0.85 - 0.05) fc - 4000psiotherwise
1000psi
0.85-01c87000
psi psiPbal fy + fy) Pbal = 0.0178
Pmax 0.75Pbal Pmax = 0.0134
Pmin min 3 4 `. lb0" 200 lb = 0.0025
fy in fy in Pmin
Yconc '„ 150pcf
t f:= 0.901
v := 0.85'
fn, := 1500psi
ycmu "135pcf;"
Em := 750 -fm Em = 1125000psi
SI := 1.00'
ES
n:_— n=25.8
Em
Concrete 28 -day compressive strength
Rebar yield strength
Rebar modulus of elasticity
R = 0.85
Balanced reinforcement ratio
Maximum reinforcement ratio
Minimum reinforcement ratio
Concrete unit weight
Concrete flexural strength reduction factor
Concrete shear strength reduction factor
Date 2/7/2007
Designer DH
Page
Concrete masonry unit (CMU) 28 -day compressive strength
CMU weight, normal weight units (solid grouted)(slumped block)
CMU modulus of elasticity
CMU Special Inspection (yes=1/no=0.5)
Modular ratio
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 2
Hilts Consultina GrouD. Inc.
16716 Quail Country Ave.
( Chino Hills, CA 91709
C (909) 590-5200
Hideaway CVWD Well Site #2
Soil Properties:
Seismic Coefficient
Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005.
IYsou =5
t
Soil unit weight
C = 0 64 NI Cv — 0.83
-
A11ow1,1earingsoij := mi
1500psf +
(Lfootin12in). 250psf
[ ]
+
[(Tfooting+g— Hsoil — 12in)• 250psf
,2500psf
]
ft
Allowlkaringsoil =<21590psf
Allowable soil pressure w/ depth & width increases
Fnetia Factor 1'0 40.
soil ., ,
Allowable friction coefficient
... J
AllowPas
eso,i
-Allowable -passive pressure,_ignore_upper 1. foot ..
IMM
iEFP`35 cf
Active
Active soil equivalent fluid pressure, level backfill
Seismic Zone 4
Near Source Acceleration, Source A, < 10 km
3roject 06-018
Date 2/7/2007
Designer DH
Page
Ca 0 44 Na' Ca = 0.46
Seismic Coefficient
V. tea
Near Source Velocity, Source A, < 10 km
C = 0 64 NI Cv — 0.83
-
Seismic Coefficient
EQga;i ; l5psf
Dynamic lateral earth pressure per foot of retained height
CMU RE:taining Wall - 2ft Ret 6ft Wall Oft 3
14 ` 16716 Quail Country Ave.
Chino Chino Hills, CA 91709
i/ r j (909) 590-5200
f-1% Hideaway CVWD Well Site #2
Seismic Force on Elements (walls) - UBC 1632•
Ca = 0.46 Seismic Coefficient
'Ip— 1.00' Elements, UBC Table 16-K
- ,t---_
aP WWj = :l.l)' Horizontal Force Coefficient, UBC Table 16-0, wall elements
Rp wall:= .3.0` Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements
hx := Hies + Hwall hx = 8.00 ft Height to level for design
:h,:= Kd +'IIwa11j hr = 8.00 ft Total height
ap.wall•Ca'Ip hx
Fp.min.wall 0.7 Ca Ip Fpx.wall 1 +3- Fp.max.wall 4.O -Ca -Ip
Rp.wall hr
Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83
Fpu.wall Fp.min.wall if Fpx.wall Fp.min.wall Fpu.wall = 0.61
Fp.max.wall if Fpx.wall > Fp.max.wall
Fpu.wall
Fpx.wall otherwise Fpw.wall 1.4 Fpw.wall = 0.44
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 4
Date 2/7/2007
Designer DH
Page
Hills Consulting Group, Inc. Project 06-018
16716 Quail Country Ave. Date 2/7/2007
Chino Hills, CA 91709 Designer DH
(909) 590-5200 Page
Hideaway CVWD Well Site #2
Wind:
Height
Exp. '13'
Exp. V
Exp. '13'
0-15
1.39
1.06
0.62
20
1.45
1.13
0.67
25
i
1.50
1.19
0.72
301.23
1.54
0.76
............. .................. .
0
.....................................
1.62
................................. . ...... ........
1.31
......... - ..........................................
0.84
60
i
1.73
1.43
0.95
80
1.81
1.53
1.04
100
1.88
1.61
1.13
1.93
1.67
1.20
.2.,02,.-
1.79
A.31
200
2.101.87
1.42
......... . ..... . ..........
kd
. .... . . ...
1
.................................. .... . .
2.23
... . ........ . .... . ............. ........... ..
2.05
...... ....... . ...................
1.63
400
i
1
2.34
2.19
1.80
Exp C
Wind Stagnation Pressure (qJ UBC Table 16-F
q, = 19.2 psf 100mph (w/ 25% reduction for minor structures UBC 1624)
Lill
Iw 'ON Special Occupancy, UBC Table 16-K
Pressure coefficient, minor structures
PwindCe*Cq*qs*lw Pwind = 28 psf
MU Retaining Wall - 2ft Ret 6ft Wall Oft 5
+' 16716 Quail Country Ave.
I ` Chino Hills, CA 91709
(909) 590-5200
/ Hideaway CVWD Well Site #2
Fence Wall Design:
Wall Geometry:
Hwall = 6.00 ft
CMU wall height
12ini
bwall. _
Design unit wall width
CMUwall = 8.00 in
Wall thickness
;Nob := 5 spacing := 16in1
Flexural rebar size and spacing
(CMUWM1 - 0-.. in
AMU :- 2
dcmu = 3.81 in
Distance to flexural rebar
i
LDF:= 1.33,
Load duration factor
7C Nobar in12
Asbar = 'I
Asbar = 0.31 in
Rebar cross sectional area
4 8 JJJ
Nobar t❑
Zo := ,.(I
Eo := ,•
)
Eo = 1.96 in
Rebar perimter
8
Asbar
P
P = 0.0050
Flexural reinforcement ratio
spacing•dcmu
Minimum reinforcing:
A..
Pg := Pg = 0.0024 Must be greater than 0.0007
spacing• CMUwall
0.20in2
Phoriz Phoriz = 0.0010 #4 @ 24" o/c
24in•CMUwall Must be greater than 0.0007
Ptotal Pg + Phoriz Ptotal = 0.0034 Must be greater than 0.0020
Pwind = 28 psf wEQ := Fpw.wall'Ycmu'CMUwall wEQ = 39psf
Vwind:= Pwind'(l — OPngfence)'bwall'Hfence+ Pwind'bwall'Hwall
Hfence 11 Hwall 2
Mwind := Pwind'(l — OPngfence)'bwall'Hfence' 2 + Hwal1J + Pwind'bwall' 2
2
V w b H V= 235 lb M Hwall
eq ••= — EQ' wall' wall eq eq := N EQb' wall' 2
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 6
Vwind = 171 lb
Mwind = 513 lb ft
Meq = 706 lb ft
Project 06-018
Date 2/7/2007
Designer DH
Page
h Hilts Consultinq Group, Inc. Project 06-018
16716 Quail Country Ave. Date 2/7/2007
Chino Hills, CA 91709 Designer DH
(909) 590-5200 Page
Hideaway CVWD Well Site #2 Y
,
uwall' _ tn (Vwind,Veq)uwall = 235 lb Mwall max(Mwind.Meq) Mwall = 7061bft
1:
CMU Desi n:
ii
k:= n p)2 + 2•(n•p) — n•p k = 0.40 j :_ 1'— 3 j = 0.87
Mason y compressive stress:
w
f _1 Mwall 2 f = 283 psi F fm •SI•LDF F — 665 psi
cmu •— cmu — P mAllow ••= — mAllow — P
bd 2 (j -k) 3
wall cmu
Reinforcement, tensile stress:
if Mwall t
fs •s bar fs = 11126 psi
,
_ •J'dcmu ,
spacing
7i 12in ,
FsAllow = if(0.5•fyLDF:5 24000psi•LDF,0.5•fyLDF,24000psi•LDF) FsAllow= 31920psi s .:..= 35%0•
a:
FSA
!low
- Mason;y shear stress:
fv — Vwall _ FvAllow:= ' ffmm•SI•LDF• Ib0.5 fv:. =J2%
b'wall'J' acmu fv — 5.9 psi ` m FvAllow — 51.5 psi FvAllow"
Reinforcement bond stress:
fp := i uwa11 fp = 48psi FN Allow:= (20Opsi)•SI•LDF Fp Allow= 266 psi F 18
...
1' o pAllow
0 J'dcmu
spacing
112in
v
Develcipment Length:
int Nobar•in fs - < , •
Ldtenswn — 0.002 I j.f]
s 50 0.80Ldlension 141n
lb \ 8 FsAllow
1.
2 No in
0.0021 - 8 )•fs otherwise
fma L • N gbar
La1 in La 25 in
T
Lap ::= dtensiom40J J P
`I L
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 7
Ir
' 16716 Quail Country Ave.
Chino Hills, CA 91709
(909)590-5200
Hideaway CVWD Well Site #2
Retaining Wall (at bottom of wall):
Wall Geometry:
Hret = 2.00 ft
b,a11:= 12inj
CMUret = 8 in
NObar = 5( spacing := 16in
(Cmuro — 0.3 in) l
dcmu =
dcmu = 3.81 in
2 _
CNOr•inl2
Asbar _
Asbar = 0.31 int
8
Nobar'tn 1
Eo
C
Eo = 1.96 in
8 JI
ASbar
P :=
spacing• dcmu
P = 0.0050
Minimum reinforcing:
Asbar
Pg spacing•CMUret
2.0.20in2
Phoriz
24in•CMUret
Ptotal Pg + Phoriz
Pg = 0.0024
Design retaining height
Design unit wall width
Wall thickness
Flexural rebar size and spacing
Distance to flexural rebar
Rebar cross sectional area
Rebar perimter
Flexural reinforcement ratio
Must be greater than 0.0007
Phoriz = 0.0021 (2) #4 @ 24" O/c
Must be greater than 0.0007
Ptotal = 0.0045 Must be greater than 0.0020
Design Loads (Normal Lona -term Loadin
LDF := 1.00' Load duration factor
Active Soil:
usoil 2 •EFPActive'bwall•(Hret + Hsoil)z — 2 EFPActive'bwall'Hsoil2
Msoil 6 •EFPActive'bwall•(Hret+ Hsoil)3 — 1 •EFPActivebwall•Hsoil
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 8
Vsoi1= 140 lb
Msoil = 152lb- ft
Date 2/7/2007
Designer DH
Page
r, I
CMU Retaining Wall 2ft Ret 6ft Wall Oft 9
V:= V'Oil V = 1401b M := Msoil M = 1521bft
Hilts Consultinq Group, Inc.
Project 06-018
16716 Quail Country Ave.
Date 2/7/2007
I\
Chino Hills, CA 91709
- Designer DH
IL
(909) 590-5200
Page
Hideaway CVWD Well Site #2
,~
mu
fcmu :=
fcmu = 61 psi FmAllow:= •SI•LDF FnWlow = 500 psi
. 12%..-
r, I
CMU Retaining Wall 2ft Ret 6ft Wall Oft 9
V:= V'Oil V = 1401b M := Msoil M = 1521bft
CMU Desian:
k:= V (n•p)2 + 2•(n•p) — n•p k = 0.40 j:= 1 — 3
j = 0.87
IL
Masonry compressive stress:
M 2 m
mu
fcmu :=
fcmu = 61 psi FmAllow:= •SI•LDF FnWlow = 500 psi
. 12%..-
bwalPdcmu2 \J'k/ 3
FmAllow.`.
Reinforcement tensile stress:
fs' iksbaz fs = 2390psi
,
spacing
12in
r
f
FsAllow!= if(0.5•fyLDF:5 24000psi•LDF,0.5•fyLDF,24000psi•LDF)
FsAllow= 24000 psi •
(
FsAllo*
j
-1Aasonry shear stress:
_ fv = V FvAtlow:= •SI•LDF•
os
lb '
(in
1
'
f
v =9%
bwall'j'dcmu fv = 3.5 psi
J
J
FvAllow= 38.7 psi .,
FvAI w
Reinfoicement bond stress:
►
fµ :_ V fµ = 29 psi FpAllow:= (200psi)•SI•LDF
Fµpllo". 200 psi
f
µ, .., = 14.%'
E0
FµAllow
ispacing
-
Iff 12in
.
_
L
1
Development Length:
2
in
'•in
bar
f
s
Ldtensi n :=
002•
10.
(No8
fs
1.50 if .. >_ 0.80
Ldtension
= 3 in
lb
FsAllow
I'
2
in Nobaz in
0.002
C
otherwise
li
lb
g /'fs
t r
rNobar1
1
'-
Lap ='
maxi
Ldtension,40•I
J-inJ
r
Lap = 25 in
8
q
r, I
CMU Retaining Wall 2ft Ret 6ft Wall Oft 9
t; 16716 Quail Country Ave.
Chino Hills, CA 91709
! ^ (909) 590-5200
, Lir
ti tl Hideaway CVWD Well Site #2
Design Loads (Short-term Loadin
LDF:='1:33; Load duration factor
Active Soil:
Vwallxet i EFPActive'bwall'(Hret + Hsoil)2 — 2 EFPActive'bwall'Hsoi12 Vwallxet = 1401b
Mwall.ret 6 •EFPActive'bwall'(Hret + Hso)3 — 6'EFPActive bwall'Hsoil3 Mwall.ret = 152lb•ft
Wall EQ:
VwaII.DL.EQ:= Fpw.wall'(CMUwall'Ycmu'HwaII + CMUret Ycmu'Hre)'bwall
2
Mwall.DL.EQ:= Fpw.wall' CMUwall'Ycmu'Hwall' H2all + Hret + CMUret ret Ycmu' 2 'bwall
Wall Wind:
vwall.wind:= Pwind'(1 — OPngfence)'bwall'Hfence+ Pwind'bwall'Hwall
Date 2/7/2007
Designer DH
Page
Vwall.DL.EQ = 314 lb
MwaII.DL.EQ = 1255 lb ft
Vwall.wind = 171 lb
M (1 n ) b H Hfence + H + H I+ b H ( H`vall + H 1 M 855 lb ft
wall.wind = Pwind' — P gfence ' wall' fence' 2 wall ret/ Pwind' wall' wall'I 2 retJ wall wind =
Soil EQ:
VsoiI.EQ EQsoil'bwall'Hret VsoiI.EQ = 30 lb
Hret
Msoil.EQ EQsoil'bwall'Hret 2 Msoil.EQ = 30lb- ft
Design Loads:
V := Vwall.ret + Max(Vwa11.DL.EQ + VsoiI.EQ, vwall.wind) v = 484 lb
M := Mwall.ret + max(MwaII.DL.EQ + Msoil.EQ> Mwall.wind) M = 1437 lb ft
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 10
Hilts Consultinq Group, Inc. Project 06-018
/ 16716 Quail Country Ave. Date 2/7/2007
f; p Chino Hills, CA 91709 Designer DH
(909) 590-5200 Page
\ Hideaway CVWD Well Site #2
CMU Design: ; r
k:= V (.n•p) + 2 -(n -p) - n•p k = 0.40 j := 1 - 3 j ='0.87
Masonry compressive stress:
u
Mf
I
fcmu I ' (—1 fcmu = 575 psi FmAllow 3 • SI•LDF FmAllow = 665 psi m = 87% 'bwall dcmu 2 \J kF
/ "11ow .
Reinfiement tensile stress: y ,
ji M ,
_ fs -fs-= 226.41 -Psi -
a j'dcmu r
:;pacing
.i 12in
FsAuow':= if (0.5 fy LDF <_ 24000psi LDF, 0.5 fy LDF, 24000psi LDF) FsAllow - 31920 psi s 710/(
• FsAllow
Masonry R shear stress:
l `
os
f
V FvAllow.— fm SI LDF• lb ' J = 24%
6'. tid f , =.I 2.2 psi - in F•vAllow = 51.5 psi p
iiwall'.l' cmu.. vAllow
Reinforcement bond stress:
1 µ
f V f = 99psi F = 200 si • SI •LDF F = 266 psi f = o
µ µ P µAllow • P ) µAllow P 37 /°
Z o FµAllow
rspacing
+dcmu
i 12in
f
Devel c pment Length: "
in' Nobar inl fs
L'dtensi!)n:= 0.002•— I - I•fs • 1.50 if >_ 0.80 Utension = 28 in `
lb \ 8 / FiAllow
in2 (Nobar inl
0.002• lb I g J•fs otherwise
G
1 r ( Nobar
Lap :=limax LdtensioN40•I 8 inJ Lap=' 28 in -
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 11
p 16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Footing Stability & Soil Bearing Design (Static Design):
Footing Geometry:
Ltoe = 1.00 ft
Footing length from face of wall to toe
Lheel = 2.00 ft
Footing length from face of wall to heel
Lfooting:= Ltoe + Lheel
Lfooting = 3.00 ft Total footing length
Tfooting = 1.25 ft
Footing thickness
bwall = 1.00 ft
Design unit wall width
Dkey = 0.00 ft
Key depth
Wkey = 0.00 ft
Key width
Sliding Stability:
Sliding :_EFPpctive bwall'(Hret + Hsoil + Tfooting Z Sliding = 316 lb
WailDL := Ycmu'[CMUwall'Hwall + CMUrei (Hret + Hsoil)J'bwall Wa11pL = 8101b
FootingDL := YconeLfooting'Tfooting'bwall FootingDL = 562 lb
KeyDL := Yconc'Dkey'Wkey'bwall KeyDL = O lb
SOi1DL := Ysoil'(Lheel — CMUret)'(Hret + Hsoi)'bwall Soi1pL = 460 lb
EDL := WallDL + FootingDL + Soi1DL + KeyDL EDL = 1832 lb
Resistffiction := FrictionFactorsoil' EDL Resistfriction = 733 lb
Resistpassive:= 2•AllowPassivesoil'bwall'(Tfooting+ Dkey + Hsoil — 12in)2
Resistpassive = 195 lb
Resistfction + Resistpassive
FSsliding := FSsliding = 2.94 > 1.50'
Sliding
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 12
Date 2/7/2007
Designer DH
Page
Project 06-018
k Hilts Consulting Group, Inc.
'\ 16716 Quail Country Ave.
Date -2/7/2007
•
Chino Hills, CA 91709
t1 Ii\
x Designer DH
'
(909) 590-5200
C
Page
^1 Hideaway CVW D Well Site #2 •
+
'1
Ila p .
Overturning Stability (sum moments about footinq toe):
OTM`
6 EFPActive bw.11-(H.t + Noil + Tfooting)3J
— •EFPActive bwall Tfooting + Hsoil — 12in)3
L
6
OTM = 436lb•ft '
CMUret
Wall
:= WallDL•
+ Ltoe
WallR = lb ft
i
2
.1080
f
KeyRM;:=
KeYDL•CM2Uret + LtoeJ
C
KeyRm = 0 lb ft
L - •
FootingRM:= FootingDL• footing
FootingRM = 844 lb;ft
l 2
!
Lheel-2 MUet)
SOilRMIheel'-- SOiIDL'(L%.'ting—
SoilRM.heel= 1073 lb ft.
ERM : = WallRM + FootingRM + SOiIRM.heel + KeyteERM
= 29971b ft
'FSoT 1.=
FSO11„t 6:87. > 1.50
f OTM
Soil Bearing:
y
Lfooting ERM — OTM
Lfooting
efooting = efooting = 0.10 ft
= 0.50 ft
2 EDL
6
Lfooting 1
r(
Lequiv r 3•
— efooting)
'Lequiv =4.1 9 ft
2
t
EDL 6-EDL-efooting Lfooting
SoilBeating:_
+ if efooting< Resultant in middle 1/3
`I
Lfooting bwall Lfooting `bwall 6,
4
l
2.7-DL otherwise Resultant outside middle 1/3
i.
.
Lequiv'bwall
I•
SoilBearing = 736psf
SoilBearing .
= 0.29 -
B
Allbwearn
i g'soil
CMU REtaining
Wall 2ft Ret Eft Wall Oft 13
-
6716 Quail Country Av+
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Footing Stability & Soil Bearing Design (Lateral Design):
Active Soil:
uwall.ret 2 •EFPActive bwall'(Hret + Hsoil + Tfooting 2 — 1 EFPActive*bwaII-(Hsoil + Tfootin)2 Vwall.ret = 227 lb
Mwall.ret 6 EFPActive'bwall'(Hret + Hsoil + Tfootirj3 ' 6 •EFPActive bwall'(Hsoil + Tfooting)3 Mwall.ret = 381 lb -ft
Wall EQ:
VwaI1.DL.EQ:= Fpw.wall'(CMUwall'Ycmu'HwaII + CMUret Ycmu'Hret)'bwall Vwall.DL.EQ= 314 lb
Date 2/7/2007
Designer DH
Page
MwaII.DL.EQ:= Fpw.wall'Ycmu'LLC2
MUwall'Hwall' Ha11 + Het + Hsoil +Ic
2
MUretHret ret + Hsoil bwall
)]
Wall Wind: Mwall.DL.EQ = 1569 lb ft
Vwall.wind:= Pwind'(1 — OPngfence)'bwall'Hfence+ Pwind'bwall'Hwall Vwall.wind= 171 lb
Hfence Hwall
'bwall'Hfence'+ HreMwall.wind:= Pwind'(1 — Opngfence) C2+ Ht + il)+ Pi ' ll'all'(2 t + Hs
oil)
Soil EQ:
Vsoil.EQ EQsoil'bwall'Hret Vsoil.EQ = 30 lb
MsoiI.EQ EQsoil'bwall'HretI rret + Hsoil + TfootingJ Msoil.EQ = 97lb•ft
Sliding Stability:
Sliding := Vwall.ret + max(VwaII.DL.EQ + Vsoil.EQ. vwall.win)
Resistfjction + Resistpassive
F$sliding -_
Sliding
Overturning Stability (sum moments about footing toe):
OTM := Mwall.ret + max(Mwa11.DL.EQ + Msoil.EQ, Mwall.wind)
ERM
FSp := OTM
CMU Retaining Wall - 2ft Ret Eft Wall Oft 14
Sliding = 571 lb
FSsliding = 1.62
OTM = 2048 lb- ft
FSOTM = 1.46
Mwall.wind = 10261b ft
Hilts Consulting Group, Inc. Project 06-018
16716 Quail Country Ave. Date 2/7/2007
Chino Hills, CA 91709 - Designer DH
rr, (909) 590-5200 Page
w Hideaway CVWD Well Site #2
t+ "
Soil Bearin4•
— 1-footing ERM — OTM Lfootin
-foo
ti ' g — 2 EDL -footing = 0.98 R . 6 g = 0.50 ft
A J — Lfooting 1
1-equiv — 3' 2 — -footing l Lequiv = 1.55'ft
Soililearin EDL 6 EDL -footing if - Lfooting Resultant in middle 1/3
g = + 2 footing —
i Lfooting bwall Lfooting bwall 6
f 2-EDL otherwise Resultant outside middle 1/3
i Lequiv'bwall .
' SoilBeging „ a
SoilFlearing = 2358 psf
jk a Alflow$earingso,l133=.
ii
ii
V _
II
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 15
16716 Quail Country Ave.
f Chino Hills, CA 91709
) (909) 590-5200
Hideaway CVWD Well Site #2
Footinq Toe Desian:
Noyes spacing :=,16in.
d = Tfooting — — 3inl
2-8 -._-
Desien Loads:
Lfooting
LSB Lfooting if efooting < 6
Lequiv otherwise
SBI := SoilBearing SBI = 2358psf
Toe flexural rebar size and spacing
d = 11.69in
LSB = 1.55 ft
Effective length of soil bearing
Soil bearing at toe of footing Se,
EDL 6•EDL•efooting Lfootin
g
SB2 :_ — if efooting :5 SB2 = 0 psf
Lfooting bwall Lfooting 'bwall 6
Opsf otherwise
SoilBearing Lfooting
Wsoil.bearing = if efooting
Lfooting 6
SoilBearing
otherwise
LSB
SBwall SBI — (wsoil.bearing'Ltoe) if LSB Ltoe
Opsf otherwise
Date 2/7/2007
Designer DH
Page
Soil bearing at heel of footing
Wsoil.bearing = 1517 s- Rate of soil bearing change
ft
SBwall = 841 psf Soil bearing at wall face
SBI + SBwall
Vtoe:= 2 Ltoe*b.11 if LSB > Ltoe Vtoe = 1600 lb Shear at wall face
1 SBI'LSB•bwaII otherwise
2
L
Mtoe = SBwall' 2e + 2 SBI — SBwall)'Ltoe' 3 'Ltoe 'bwall if LSB > Ltoe Mtoe = 926lbft
( L 11l Moment at wall face
2 SBILSB'I toe— 3BJJ'bwall otherwise
LDF := 133: Load duration factor (based on critical load case for soil bearing)
1.7• Vtoe 1.7•Mtce
VU
LDF V° = 2045 Ib M„ LDF Mu = 1184 lb ft
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 16
•
it
Hilts Consulting Group, Inc.
•
' 16716 Quail Country Ave.
n; Nobar-in)2
AS := -- •(
I Chino Hills, CA 91709
2
AS = 0.23 in
(909) 590-5200
4' 8
:; ` ►Y Hideaway CVWD Well Site #2 .
AS
Date 2/7/2007
.Designer DH
Page
Concrete Design:
n; Nobar-in)2
AS := -- •(
bwa11
(
2
AS = 0.23 in
4' 8
spacing
AS
Pmin =!0.0025p
. d
b
p = 0.0016
Pma = 0.0134
wall
I! AS•fy
a:= —,5
a = 0.54 in
(l
Wn := f•AS• fy I d – a
J
Wn= 11821 ]b ft
f
0.3 c b
2,wall `
3•M ---- -
--
- ----------- --- - - - -
MomentRatio :=
if p :5 Pmin
MomentRatro 13:%
Wn
M„
otherwise
Wn
I
05
bVc — v lb 2 'bwall'd OVc =
11921 Ib
`/ '
u' _ 17%.
in
II
uc
I
Tema Steel:
'
AsTemp' 0 20 n2
,p0 0014
Ptem 'Lfootin d
ntemp = P g
ntemp = 2.95
I
i'
I
I
As.temp
i
CMU Retaining Wall - 2ft Ret 6ft Wall Oft 17
16716 Quail Country Ave.
Chino Hills, CA 91709
C (909) 590-5200
Hideaway CVWD Well Site #2
Footing Heel Desian:
Date 2/7/2007 I'
Designer DH
Page
Nobar 5! .spacing := 16inf, Heel flexural rebar size and spacing
_. ..._ _ .. Noear'in
drH Tfooting, 2ini d = 12.69 in Distance to flexural rebar
2.8
Design Loads:
Vheel [[Ysoil'(Hret + Hsoi)'(Lheel — CMUret)] + [Yconc'Tfooting (Lheel — CMUret)]]'bwall Vheel = 7101b
(Lheel — CMUret) (Lheel — CMUret)2
Mheel Ysoil' Hret + Hsoil)' 2 +[Yconc'I footing' 2 bwall Mheel = 473 lb ft
V.:= 1.7• Vheel Vu = 1207 lb
Concrete Design:
2
>t NObar in bwall
As 4 8 ) (spacing)
pmin = 0.0025
As' fy
a:= a = 0.54 in
0.85•fc'bwa11
4
—.Mu
MomentRatio:= 3 if p < pmin
0m,
Mu
otherwise
Wn
lb 0.5
ovc.= 0d—•2 •bwau•d
in
Mu := 1.7•Mheel Mu = 805 lb ft
As = 0.23 int
As
p:= p=0.0015
bwall' d
OVc = 12941 lb
Wn := f•As•fy (d — 2l
CMU Retaining Wall - 2ft Ret Eft Wall Oft 18
Amax = 0.0134
MomentRatio = 8 %
Vu
=9%
o Vc
Wn = 12857 Ib ft
_ lfi
Hilts Consulting Group, Inc.
Project ` 06-018
16716 Quail Country Ave.
E' /' - t., Date 2/7/2007
Chino Hills, CA 91709 ;-
".. A ; '' Designer • DH
(909) 590-5200,
•+ w • ~ = i Page •"
Hideaway CVWD Well Site #2
fen"ae4 00$' (max.)
O 25"% (min.)
Fence (% Opening)
g
t x
k
_ ' wall 4 S.Q'fi (max.)
` _' S 0 8 (max.)
1
(min.)
'
d.woll
3
+-t•WOII GMU—&-.Rebor—
r =
(size & spacing) Y
Y
_* :, sn
CMU
''
'• +
T 715ZRet
7—
CMU & Rebor
'
4v
(s ze & spot ng)III—.11=111-
I1=111=hes
Gr
'' IISI r
X24tn::Fin.
*"x .III=1
— — — — —
— — 11I I I l j, ' Lfooting =Ltoe + Lheel
I I I-III=IIIIII=111
11II I I=III—=—II=
I I I'Hel Rebor
11-:.r 1 ze'&tspocing)•
s`i
t . ` i• }
I =4 00R
x
r
footing .
•
r
12 n
{
Wkey ] 21h. '..
' .
. ' s
' .• Y'Y'•
xmffin4.wr.tAu«'it.
• I Q'
• j .. In r' ; I
i '
•...t .' •• J
a
t •
t . *
,
Y
,..-
'4
/
'
• - f
a. •f T 2• 'f,.
Key Rebor
,, .r 24.10 ',Toe Rebor J
(Size &.spacing),
_ „ 'nt M. + •' a.
(size ,spocing):
—
"
.1
T L.toe L.heel,
Lfo tinq
X.-
f
r.
CMU Retaining
Wall - 5ft Ret 4.5ft Wall Oft
> 1 r
•'.' w `, "+
+ i 16716 Quail Country Ave.
I 1 \ Chino Hills, CA 91709
C(909)590-5200
i
r
, Hideaway CVWD Well Site #2
Material Properties:
f-- 2500psij
Concrete 28 -day compressive strength
If 7=`6
Rebar yield strength
r . k
Es ,; 29000k'si
Rebar modulus of elasticity
R := 0.85 if f,:5 4000psi R = 0.85
(0.85 - 0.05) f, - 4000psiotherwise
1000psi
0.85.p.fc ( 87000psi 1' _ ----. --
Pbal f I\ 87000psi + f /I Pbai = 0.0178 Balanced reinforcement ratio
Y
Pmax •= 0.75Pbai Pmax = 0.0134 Maximum reinforcement ratio
3 ]b0'S 200 lb
Pmin min f in f 2 Pmin = 0.0025 Minimum reinforcement ratio
Y Y in
Ycooc 150pef Concrete unit weight
rte" *6.9 Concrete flexural strength reduction factor
Concrete shear strength reduction factor
; 15000sii
Ycmu „-"1350cfTM
Em := 750 -fm
'SI := 1 .0
ES
n—
Em
Em = 1125000 psi
n -25.8
-)roject 06-018
Date 2/7/2007 •
Designer DH
Page
Concrete masonry unit (CMU) 28 -day compressive strength
CMU weight, normal weight units (solid grouted)(slumped block)
CMU modulus of elasticity
CMU Special Inspection (yes=1/no=0.5)
Modular ratio
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 2
Hilts Consulting Group, Inc. Project 06-018
• j ;' 16716 Quail Country Ave. Date 2/7/2007
ULJ Chino Hills, CA 91709 Designer DH
(909) 590-5200 Page
;r4 Hideaway CVWD Well Site #2
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 3
Soil Properties:
Reference site-specific soils reports prepared by Sladden Engineering, dated January 28, 2005.
Ysod = 115pcf
Soil unit weight
mi
1500psf +
l(Lf(,,i,,g 250psf1
- 12in)•
+
250psf
[(Tfooting + Hsoil - 12in)'
sf]Al1owB earingSo;i:=
° 2500 p
ff J
bin J
AllowEearing,o;l = 2500,psf
Allowable soil pressure w/ depth & width increases
Fncto iFactorso, J `040
Allowable friction coefficient
Al1owP,asstvaso, 350pc€ ._ _
_ .. _ Allowable. passive pressure,.. ignore. upper 1.foot. - -•
EFiPA b„e 35pcf
Active soil equivalent fluid pressure, level backfill
T
Seismic Zone 4
Near Source Acceleration, Source A, < 10 km
Ca;<0 44 Na; Ca = 0.46
Seismic Coefficient
N =1 291
Near Source Velocity, Source A, < 10 km
CV = 0.83
Seismic Coefficient
EQl15psf
Dynamic lateral earth pressure per foot of retained height
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 3
Hilts Consultinq Group Inc
Hy 16716 Quail Country Ave.
jj( Chino Hills, CA 91709
C(909) 590-5200
L 1
r` Hideaway CVWD Well Site #2
Seismic Force on Elements (walls) - UBC 1632•
Ca = 0.46 Seismic Coefficient
Elements, UBC Table 16-K
ap Wail I 0 Horizontal Force Coefficient, UBC Table 16-0, wall elements
Rp Wall 3.0 Ductility & Overstrength Coefficient, UBC Table 16-0, wall elements
h,i :,_ Hret + Hwalt f h,. n „o ft Height to level for design
h,:= H,et + ' _ -.oft Total height
FlE ;-' - :7 := G. F _ aP.wall'Ca'Ip hx
px.w:: .., • 1 + 3 — Fp.max.wall := 4.0 -Ca -Ip
Rp.wall hr
Fp.min.wall = 0.32 Fpx.wall = 0.61 Fp.max.wall = 1.83
Fpu.wall := Fp.min.wall If Fpx.wall < Fp.min.wall Fpu.wall = 0.61
Fp.max.wall if Fpx.wall > Fp.max.wall
Fpu. wall
Fpx.wall otherwise Fpw.wall Fpw.wall = 0.44
1.4
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 4
Date 2/7/2007
Designer DH
Page ilk
Hilts Consultin
-q Group, Inc. Project 06-018
16716 Quail Country Ave Date 2/7/2007
Chino Hills, CA 91709 Designer DH
(909) 590-5200 Page
Hideaway CVWD Well Site #2
Height Exp. V
Exp. 'C'
Exp. 'B'
90 mph 100 mph 110 mph 120 mph 130 m
20 1.45
67
19.2 psf
1 OOmph (w/ 25% reduction for minor structures U BC 1624)
Special Occupancy, UBC Table 16-K
Pressure coefficient, minor structures
------------
200 2.10
1.87
1.42
300 2.23
2.05
1.63
400 2.34
2.19
1.80
`
EnpC
'
'
eeo o u o
'
|
. |
NU Retaining Wall '5ftRet 4.5ftWall 4ft 5
Wind Stagnation Pressure (qs) UBC Table 16-F
71) mph 80 mph
90 mph 100 mph 110 mph 120 mph 130 m
19.2 psf
1 OOmph (w/ 25% reduction for minor structures U BC 1624)
Special Occupancy, UBC Table 16-K
Pressure coefficient, minor structures
NU Retaining Wall '5ftRet 4.5ftWall 4ft 5
16716 Quail Country Ave.
\ \ Chino Hills, CA 91709
C (909) 590-5200
n'! Hideaway CVWD Well Site #2
Fence Wall Design:
Wall Geometry:
Hwall = 4.50 ft
CMU wall height
bwa l := 12ini
Design unit wall width
CMUwall = 8.00 in
Wall thickness
Nom = 5+ spacing = 24in
Flexural rebar size and spacing
CMUw 1 — 0.375inj
#dcmu =
dcmu = 3.81 in
Distance to flexural rebar
2
- ---, -
LDF := 1.33'
Load duration factor
7L Nobar to12
Asbar := •I
Asbar = 0.31 int
Rebar cross sectional area
4 8 J
(NObar-in)\lEo :_,'8
Eo = 1.96 in
Rebar perimter
Asbar
P:= spacing•dcmu
p = 0.0034
Flexural reinforcement ratio
Minimum reinforcing:
Asbar
pg
Pg = 0.0016
Must be greater than 0.0007
spacing CMUwa11
0.20in2
Phoriz :=
24in•CMUwall
Phoriz = 0.0010
#4 @ 24" o/c -
Must be greater than 0.0007
Ptotal := Pg + Phoriz
Ptotal = 0.0026
Must be greater than 0.0020
Pwind = 28 psf wEQ := Fpw.wall'Ycmu'CMUwaIi
wEQ = 39 psf
Vwind := Pwind'(1 — OPngfence)-bwall'Hfence + Pwind-bwall'Hwall Vwind = 214 lb
1 HfH 2
Mwind := Pwind'(l — Opngfence)'bwa11'Hfence' 2ence + Hwall l + Pwind'bwall' 211 Mwind = 844lbft
J 2
Veq ••= bwall' Hwall V= 177 lb M b Hwall M= 397lbft
— w EQ' eq eq ••= — w EQ' wall' 2 eq
CMU Retaining Wall - 5ft Ret 4.5ft Wall Oft 6
Date 2/7/2007 I,
Designer DH ,
Page
r
Project 06-018
Hilts Consultinq Group, Inc.
16716 Quail Country Ave.
Chino Hills, CA 91709
Date 2/7/2007
Designer DH
(909) 590-5200
Page
l Hideaway CVWD Well Site #2
F
IV wall =il
llmax V" V J V 214 lb M — max M M y M' 844lbft
wind. a wall = wall :— windy a wall =
CMU
Design:
_
k:= V
(n•p)2 + 2.(n-p) - n•p , k = 0.34 j := 1 - k j = 0.89'
;
3
Masonry compressive stress:
'
f Mwall r 2 f — 387 psi F — fm SI LDF F — 665 psi _
cmu — I cmu — P mAllow •= ., mAllow — P
fcmu •
= w_: .
58 0 "
2 j kJ 3
` bwall'dcmu r
F mAllow
- -
-Reinforcement tensile-stress
M wall
1,
fs :—
iAsbar fs = 19521 psi
J•dcmu
''sg
pacin
i, 12in
FsAuowl:= if(0.5•fyLDF <_ 24000psi•LDF,0.5•fyLDF,24000psi•LDF FsAuow = 31920 psi
f
s `
= 61'%:
FsAllbw
'Masonry shears ress:
fV — uwall FvAllow := fm SI.•LDF I ]b 0.5)
r_
b wa11'J•dcmu in fv = 5.3 psi \ FvAllow = 51.5 psi
f
v
= 10%,
FvAllow
Reink
rcement bond stress:
'
F
V wall f = 64 psi FN Allow = (200psi)-SI•LDF FµAllow P = 266 psi
µAllbw
.`_
fµ
— 24%
.
'
F
o
'J•dcmu
''spacing
12in
Devel pment Length`. ,
Ldtens[on :=
2
10-002.in Nobar'1n fs
( )
1.50 if fs >_ 0.80.
i
Ib 8
Ldtension =
FsAllow
24 in
Fr2
1
NOin
0.00211b -
8
otherwise
,
J•fs
t
Lap := m+ditension
NObar
40, 8 -'i n]
Lap = 251n
4
CMU Relaining
Wall - 5ft Ret 4.5ft Wall 4ft 7
•
'Itis t;onsulttltq Group, Inc
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Retaining Wall (at bottom of wall):
Wall Geometry:
Hret = 5.00 ft
__ _ I
bwall - 12in
CMUret = 12 in
`Nobar :=. 5 spacing .= 24n
acmu .(CMUret — 0.375ih '— 2
dcmu = 9.62 in
it CNOb r•in12
Asbar _
Asbar = 0.31 int
Nobar int
Eo:=
I
Eo= 1.96 in
8 /
Asbar
P :=
spacing•dcmu
p = 0.0013
Minimum reinforcing:
Asbar
Pg spacing•CMUret
2.0.20inZ
Phoriz 24in•CMUrct
Ptotal Pg + Phoriz
Pg = 0.0011
Design retaining height
Design unit wall width
Wall thickness
Flexural rebar size and spacing
Distance to flexural rebar
Rebar cross sectional area
Rebar perimter
Flexural reinforcement ratio
Must be greater than 0.0007
Phoriz = 0.0014 (2) #4 @ 24" O/c
Must be greater than 0.0007
Ptotal = 0.0025 Must be greater than 0.0020
Design Loads (Normal Lona -term Loadin
LDF := 1.00 Load duration factor
Active Soil:
Vsoil 2 EFPActive'bwall' Hret + Hsoil)2 — 2 •EFPActive'bwall'Hsoi12
Msoil I•EFPActive'bwali'(Hret + Hsoil)3 — 6 •EFPActive'bwall'Hsoil3
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 8
V,,il = 612 Ib
Msoil = 1254lb- ft
'roject 06-018
Date 2/7/2007 s
Designer DH I
Page
' Hilts Consulting Group, Inc.
±s. ; 16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
1 V
Date 2/7/2007
Designer DH
Page
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 9
V:= V.oil V = 6121b M := Msoil M = 12541b ft
CMU Design:
2 k
k:= 4(.n•p) + 2•(n•p) — n•p k = 0.23 j:= 1 —
j = 0.92
3
1f
Masonry
compressive stress:
2 fm.
fcmu
fcmu :=i',
fcmu = 128 psi FmAllow := SI•LDF FmAllow = 500 psi
b 2 ( j • k) 3
wall d cmu
. 26% '
FmAllow
I
Reinforcement tensile stress:
f :_ 1 M
s AAs fs
= 11038 psi
p bar
— 'J'dcmu
"Pacing
1
12in
FsAllow,,=
if(0.5•fyLDF:5 24000psi•LDF,0.5•fyLDF,24000psi•LDF
FsAllow = 24000 psi
fs=..46%o
l'
FsAllow
Masonry shear stress:
fv:= Ir V FvAllow:= fm SI•LDF• Ibo.S
(
fl, = 15%
li j•d fv = 5.7 psi in)
.,wall cmu
FvAuow = 38.7 psi
F vAllow
1
Reinforcement bond stress:
V fµ = 70 psi FµAllow••— = (200p si •SI•LDF
µ
F µAllow p — 200 psi
--
fµ = 35%
ii Eo
,
FµAllow
'J'dcmu
i 12in
Development Length:
,
No in
in bar
f
s
Ldtensicn =
0.002•
( )
fs
1.50 if >_ 0.80
Ldcension = 14 in
lb 8
FsAllow
i2
(No •inl
11b
0.002
I 8 I
fs otherwise
l
r NObarJ
1
'=
Lap :=.ma Q
Ldrension,40• ).in]
- Lap 25
in
b
ai
•
If
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 9
16716 Quail Country Ave. Date 2/7/2007 04
Chino Hills, CA 91709 Designer DH
C ` (909) 590-5200 Page
Hideaway CVWD Well Site #2
Design Loads (Short-term Loadin
LDF': 1.33 Load duration factor
Active Soil:
Vwall.ret 2 EFPActive'bwall'(Hret + Hsoil)2 — 2 •EFPActive'bwall'Hsoil Vwall.ret = 612 lb
Mwall.ret 6 EFPActive,bwall*(Hret + Hsoil)3 — 6 EFPActive*bwall.NOil Mwall.ret = 1254lb- ft
VwaII.DL.EQ Fpw.wall'(CMUwall'Ycmu'Hwall + CMUret Ycmu'Hre)'bwall Vwall.DL.EQ = 471 lb
2
re
Mwall.DL.EQ := Fpw.wall' CMUwall'Ycmu'Hwall'I Hall + Hret)] +(CMUret Ycmu' H2 t bwall Mwall.DL.EQ = 2015 lb R
Wall Wind:
Vwall.wind Pwind'(] — OPngfence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 2141b
M (1 — O n ) b H C Hfence + H + H I+ b H H`vall + H ) M 1913 lb ft
wall.wind = Pwind' P gfence ' wall' fence' 2 wall ret J Pwind' wall' wall' 2 retJ wall.wind =
Soil EQ:
Vsoil.EQ EQsoil'bwall'Hret VsoiI.EQ = 75 lb
Het
Msoil.EQ EQsoil'bwall'Hret 2 Msoil.EQ = 187lb- ft
Design Loads:
V:= Vwall.ret + maX(Vwall.DL.EQ + Vsoil.EQ, Vwall.wind) V= 11581b
M := Mwall.ret + maX(Mwall.DL.EQ + Msoil.EQ, Mwall.wind) M = 34571b ft
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 10
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft
k
j
f
CMU Desim:
Hilts Consulting Group, Inc.
Project 06-018
3
16716 Quail Country Ave.
Date 2/7/2007
Masonry compressive stress:
\
Chino Hills, CA 91709
Designer DH
bwall'dcmu2 \1 k/ 3.
r
(909) 590-5200
Page.
-
fs = I' M
---- Asuar- ---- ---J,=_30424 psi - ------ -- -- --
Hideaway CVWD Well Site #2
—`1'dcmu
spacing
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft
k
j
f
CMU Desim:
r 2 k
k:= N In•p) + 2•(n•p) - n•p k = 0.23 j := 1 - j =
0.92
3
Masonry compressive stress:
fcmu =1' - M 2 f
fcmu = 352 Psi FmAllow:= m •SI•LDF
. ' , •
fcmu
FmAllow = 665 psi ;. 53%
bwall'dcmu2 \1 k/ 3.
FmAllow.' '':
Reinfc rcement tensile stress:
-
fs = I' M
---- Asuar- ---- ---J,=_30424 psi - ------ -- -- --
.-
----,---- -- -- ----; -- ._ .
—`1'dcmu
spacing
12iri
FsAllow`=
if 0.5•f -LDF <_ 24000psi•LDF,0.5•fyLDF,24000psi•LDF)
' f
`FsAllow = 31920 psi S = 95°l0
FsAllow
Masonry shear stress:
4i
_
fv := V FvAllow := F•SI•LDF•
0 5
Ib '
f
° = 21 %
°
bYwall'J'dcmu fv = 10.9 psi in
FvAllow = 51.5 psi FvAllow
Reinfoi.cement bond stress:
fµ :_
I
Ii
Ir V fp = 133 psi FµAllow := (200psi)•SI•LDF
7_o
FpAllow = 266 psi fµ, = 50%
FµAllow
-
'1'dcmu
pispacing
12in
Devel opment Length:
Ldtensi =
z (Nobarin
0.002• in fs
)
f
1.50 if s +>_ 0.80
Utension in
on
P
Ib 8
FsAllow
='57
jt
inz rNobar'inl
,
'
0.002 I
. otherwise
Ib
g
J'fs
La m- jL 40• Nobar1-in
P y dtensioro
La 57 in
P
cL
8 J
J
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft
k
j
f
16716 Quail Country Ave.
Chino Hills, CA 91709
G (909) 590-5200
Hideaway CVWD Well Site #2
Footing Stability & Soil Bearing Design (Static Design):
Footing Geometry:
Ltoe = 2.00 ft
Footing length from face of wall to toe
LhM = 2.00 ft
Footing length from face of wall to heel
Lfooting:= Ltoe + Lheel
Lfooting = 4.00 ft Total footing length
Tfooting = 1.25 ft
Footing thickness
bwall = 1.00 ft
Design unit wall width
Dkey = 1.00 ft
Key depth
Wkey = 1.00 ft
Key width
Sliding Stability:
Sliding:=J2
{ Hsoil + TfootinJ2 Sliding = 920 lb
WaIIDL Ycmu'[CMUwall'Hwall + CMU,et'(Hret + Hsoil)]'bwau WaIIpL = 12151b
FootingDL Yconc'Lfooting'Tfooting'bwall FootingpL = 750 lb
KeypL Yconc'Dkey'Wkey'bwall KeypL = 150 lb
SOilDL = Ysoil'(Lheel — CMUret)'(Hret + Hsoil)'bwall SoilpL = 690 lb
EDL := WaIIpL + FootingpL + SoilpL + KeypL EDL = 2805 lb
Resistfriction FrictionFactorsoil•ZDL Resistfriction = 1122 lb
Resistpassive 2 •AllowPassivesoirbwall'(Tfooting + Dkey + Hsoil — 12in)2 Resistpassive = 633 Ib
Resistfriction + ResistPassive
FSsliding = FSsliding = 1.91 > 1.50
Sliding
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 12
'roject 06-018
Date 2/7/2007
Designer DH
Page
i
-Project 06-018
# 16716 Quail Country Ave. Date 2/7/2007
t Chino Hills, CA 91709 Designer DH
r (909) 590-5200 Page
,.. L;
Hideaway CVWD Well Site #2
Overturning Stability (sum moments about footing toe): -
OTM = 16 EFPActive'bwall'(Hret + Noil + Tfooting/3J — 6'EFPActive'bwall Tfooting + Hsoil — 12in)3
1, ,
OTM = 2212lb•ft
rCMUet
l
Wall I:= WallDL•I 2 r+ Ltce I WallRM = 3037lbft l
I
KeyR i! KeyDL•I Caret + L, KeyRM = 375 lb ft
ii
^Lfooting
Footim;Rm:= FootingDL• 2 FootingRM = 1500 lb ft
C L CMU 1 ;
Soil ,heel = SoiIDL' Lfooting — heel — ret) SoilPM.heel = 24151bft
2
4
IRM. 7WallR + FootingRM + SoilRM.heel + Keyte ERM = 7327 lb ft
S-_ FS 3:3F > 1.50
OTM1t — OTM OTM.=
l
Soil Bearing:
1 Lfooting ERM — OTM Lfooting
efooting -- 2 EDL efooting =.0.18 ft 6 = 0.67 ft
` rLfooting 1
Lequiv +- 3'I 2 - efooting)
Lequiv = 5.47 ft
' EDL 6 EDL efooting Lfooting
SoilBearmg := -, if efooting < Resultant in middle 1/3
1. Lfooting'bwall L 2•b 6
+ footing wall - .
+
2-7-DL Resultant outside middle 1/3
r otherwise
Lequiv'bwall
SoilBearing = 887psf SoilBearing = 0.35
AllowBearingsil .
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 13
16716 Quail Country Ave.
Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Footing Stability & Soil Bearing Design (Lateral Design):
Active Soil:
Vwall.ret 2 -UPActive'bwaII41- ret + Hsoil + TfootinJ2 — 2 EFPActive'bwall'(Hsoil + Tfootij Vwall.ret = 831 Ib
Date 2/7/2007 e
Designer DH
Page
Mwall.ret 6 •EFPActive'bwall'(Hret + Hsoil + Tfootinj3 — 1 -EFPActive'bwall'(Hsoil + Tfootij Mwall.ret = 2157lb- ft
Wall EQ:
VwaII.DL.EQ Fpw.wall'(CMUwaII-7cmu'HwaII + CMUretycmu'Hret)'bwall VwaII.DL.EQ = 471 Ib
M = F rrrrCMU H Hwall + - -+ - 11 + rCMU H Het + -
waII.DL.EQ pw.wall'ycmu'LL wall' wall'( 2 Hret Hsoil)] L ret ret ( 2 oil111
'bwall
Wall Wind: MwaII.DL.EQ = 2486lbft
Vwall.wind Pwind'(1 — OPngfence)'bwall'Hfence + Pwind'bwall'Hwall Vwall.wind = 214 Ib
M (1 — O n )• b H C Hfence + H + Hs J+ Pd' b H r Hwa11 + H + Hs 1
wall.wind = Pwind' P gfence wall' fence' 2 ret oil winwall' wall'I 2 ret oilJ
Soil EQ:
Mwall.wind = 1742lbft
VsoiI.EQ EQsoil'bwall'Hret ` Vsoil.EQ = 75 Ib
MsoiI.EQ EQsoil'bwall'Hret I 2ret + ysoil + Tfooting) Msoil.EQ = 356lb•ft
Sliding Stability:
Sliding := VN,all.ret + max(VwaII.DL.EQ + Vsoil.EQ, Vwall.wind)
FSsliding -_ Resistfrioion + Resistpassive
Sliding
Overturning Stability (sum moments about footing toe):
OTM := Mw,all.ret + maX(Mwa11.DL.EQ + Msoil.EQ, Mwall.wind)
ERM
FSoTM OTM
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft
14
Sliding= 1377 lb
FSsliding = 1.27
OTM = 4999lb- ft
FSOTM = 1.47
" l
yl
y'
1 Hilts Consulting Group, Inc. Project 06-018
S'► ' 16716 Quail Country Ave. Date 2/7/2007
Chino Hills, CA 91709 Designer DH
P
Z
(909) 590-5200 age -
D
F 'Hideaway CVWD Well,Site #2
r
Soil Bearing
c —Lfooting ERM — OTM Lfooting
efooting — 2 EDL efooting = 1.17 ft 6 = 0.67 R
! r Lfooting
Lequill 3'I 2 —efooting Lequiv = 2.49 R
EDL 6-EDL-efooting Lfooting
SoilB,earing:= + if efooting 5 6 Resultant in middle 1/3
L
footing b 2 wall , Lfooting 'bwall
2 -EDL Resultant outside middle 1/3
otherwise
Lequiv'bwall
SoilBearing = 2252 psf kaa. SoilBeanrig ti 0 68'
I' ' 'Allowl3eanngso,l
1 .
f
1
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 15 '
a
16716 Quail Country Ave.
\ Chino Hills, CA 91709
(909) 590-5200
Hideaway CVWD Well Site #2
Footina Toe Desian:
Noeaz 5! spacing:= 24in]
Nom -in
3d Tfooting– 2-8 -3in d = 11.69in
Design Loads:
L L if e Lfooting L = 2.49 ft
SB •— footing footing — 6 SB
Toe flexural rebar size and spacing
Lequiv otherwise Effective length of soil bearing
SBI := SoilBearing SBI = 2252 psf Soil bearing at toe of footing SBI
EDL 6•EDL•efooting Lfooting
SB2 := - if efooting 5 SB2 = 0 psf Soil bearing at heel of footing
Lfooting'bwall 1 2 b 6
footing ' wall
Opsf otherwise
SoilBearing 1'footing — psf
wsoil.bea6ng if efooting wsoil.bearing = 904 Rate of soil bearing change
Lfooting 6 ft
SoilBearing
otherwise
LOO
'roject 06-018
Date 2/7/2007 ,
Designer DH
Page
SBwall := SBI — (wsoil.bearing'Ltoe) if LSB >: Ltoe SBwall = 444 psf Soil bearing at wall face
Opsf otherwise
SBI + SBwall
Vtoe 2 •Ltoe'bwall if LSB > Ltoe Vtoe = 2696 lb Shear at wall face
1
2 SBI LSB bwal► otherwise
L2
Mtoe = SBwall' 2 + SBI – SBwal1)-Ltoe' 3 .Ltoe 'bwall if LSB > Ltoe Mtoe = 3299lbft
L 1 Moment at wall face
2 SBI•LsB' Ltoe – 3)JB'bwatl otherwise
LDF := 1.33 Load duration factor (based on critical load case for soil bearing)
1.7• Vtoe 1.7• Mtoe
V„ := V„ = 3446 lb M„ := M„ = 4217 lb ft
LDF LDF
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 16
Hilts Consultinq Group, Inc.
Project
."'." Quail Country
~.~ 2/7/2007
Chino Hills, CAg17OQ
Designer DH
(909) 590-5200
rngo_________
Hideaway C\8WDWell Site #2
spacing
Concret Design:
As 1 .(NObu-in)
b,all
2.(
2
A, 0.15 in
1 8
spacing
As
a:= As-fy
a 0.36 in
Wn:= of-As-fy- d a)
OM,, 7943 Ib ' ft
OMn
mu
otherwise
OMn
lb
YU
29 0/o
in
CMU Wall '5ftRet 4.5ftWall 4ft '17
/
Hideaway CVWD Well Site #2
3roject 06 -
Date 2/7/2007
Designer DH I ,
Page
Footing Heel Design:
Not,ar - spacing=24in Heel flexural rebar size and spacing
'd Tfooting - — tin; d = 12.69 in Distance to flexural rebar
-2'8
Design Loads:
Vheel 117soil'(Hret + Hsoil)'(Lheel — CMUret)] + [Yconc'Tfooting'(Lheel — CMUreJ11'bwall Vheel = 8771b
M + (Lheel — CMUret)2 + (Lheel — CMUret)
2
heel Ysoil' Hret N00-2 [Yc.nC'Tftngoo' 2 _bwall _ Mheel = 439lbft
V„:= 1.7• Vheel Vu = 1492 lb
Concrete Design:
2
7[ NObar in bwall
4 8 ) (spacing)
Pmin = 0.0025
As -
a:= f y a = 0.36 in
0.85•fc* bwall
!-M"
MomentRatio := 3 if P < Pmin
Om.
Mu
otherwise
OMn
lb 0.5
Mu := 1.7•Mheel Mu = 746 Ib ft
As = 0.15 int
As
p:= p=0.0010
bwall'd
OVc:= 0"'--2Vfc.bwa11'd OVc= 12941 Ib
in
$Mn Of-A,'fy'I d 2J
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 18
Pmax = 0.0134
MomentRatio = 12%
V„
= 12%
Vc
Wn = 8633 lb ft
Hilts Consultinq Group, Inc
16716 Quail Country Ave.
Chino Hills, CA 91709
C
(909) 590-5200
Hideaway CVWD Well Site #2
3roject 06 -
Date 2/7/2007
Designer DH I ,
Page
Footing Heel Design:
Not,ar - spacing=24in Heel flexural rebar size and spacing
'd Tfooting - — tin; d = 12.69 in Distance to flexural rebar
-2'8
Design Loads:
Vheel 117soil'(Hret + Hsoil)'(Lheel — CMUret)] + [Yconc'Tfooting'(Lheel — CMUreJ11'bwall Vheel = 8771b
M + (Lheel — CMUret)2 + (Lheel — CMUret)
2
heel Ysoil' Hret N00-2 [Yc.nC'Tftngoo' 2 _bwall _ Mheel = 439lbft
V„:= 1.7• Vheel Vu = 1492 lb
Concrete Design:
2
7[ NObar in bwall
4 8 ) (spacing)
Pmin = 0.0025
As -
a:= f y a = 0.36 in
0.85•fc* bwall
!-M"
MomentRatio := 3 if P < Pmin
Om.
Mu
otherwise
OMn
lb 0.5
Mu := 1.7•Mheel Mu = 746 Ib ft
As = 0.15 int
As
p:= p=0.0010
bwall'd
OVc:= 0"'--2Vfc.bwa11'd OVc= 12941 Ib
in
$Mn Of-A,'fy'I d 2J
CMU Retaining Wall - 5ft Ret 4.5ft Wall 4ft 18
Pmax = 0.0134
MomentRatio = 12%
V„
= 12%
Vc
Wn = 8633 lb ft
`
Hilts Consultinq Group, Inc
16716 Quail Country Ave.
Chino Hills, CA 91709
e _
(909) 590-5200
Hideaway CVWD Well Site #2
Date 2/7/2007
Designer DH
Page
Footing Key Design: ^
Nom I S € spacing 24tn1 Heel flexural rebar size and spacing
F Nobaz n
d W key Stn d = 8.69 in Distance to flexural rebar
Desig i Loads:
Vkey := L 2 AllowPassivesoil'(Hsoil + Tfooting + Dkey)2 — 2 AllowPassivesoil'(Hsoil + Tfooting,)2 'bwall Vkey = 687 lb
J
- 1 AllowPassive + T g + Dk y)3 - 1 AllowPassive + T 13 •b M y 956 lb ft
- g/ l
Mkey •' 6 soil' Hsoil footin e 6 soil' Hsoil footin J wall ke
V„ := 1..7•Vkey V„ = 11691b Mu := 1.7•Mkey Mu = 1625lbft
Concrete Design:
. TC (-NOba,'in bwall
G 8 )2.(spacing)
d
Pmin =0.0025
As -
a:= — f y a = 0.36 in
0.85-fc' bwall
MomeritRatio :=
4
_.Mu
3
Wn
if P < Pmin
M„
otherwise
Wn
As = 0.15 int
As
p := p = 0.0015
bwall' d
IbO's
2 r d V= 8861 Ib
in
Vc v' . b wall c —.
Mn := f •AS•fy(d - a)
2
Temp ;heel:
SAstempa; OL20tn Ptemp 000143 ntemp:= Ptemp'Wkey'd
As.temp
CMU Retraining Wall - 5ft Ret 4.5ft Wall 4ft 19
pma, = 0.0134
Wn = 5872 lb ft
MomentRatio = 37-%
V„
= 13%
OV,
ntemp = 0.73
I I L
16 t! A -ft & 2, 0 1T\ .0 a a A 0-%
LEGEND
PROPOSED WATER MAIN
STREET CENTERLINE
RIGHT OF WAY
FIRE HYDRANT
PROPOSED BLOWOFF ASSEMBLY
PROPOSED BUTTERFLY/GATE VALVE
PROPOSED REDUCER ►
PROPOSED STEEL CASING
PROPOSED RETAINING/BLACK WALL
PROPOSED CONCRETE
UTILITIES
COACHELLA VALLEY WATER DISTRICT
(760) 398-2651
IMPERIAL IRRIGATION DISTRICT (11D)
1-800-303-7756
THE GAS COMPANY
(760) 323-1851
VERIZON
1-800-483-5000
TIME WARNER
(7660) 340-1312 EXT. 281
UNDERGROUND SERVICE ALERT
1-800-227-2600
OWNER/LAND DIVIDER
NAME. NO LA QUINTA PARTNERS, LLC
ADDRESS- 80-955 AVE 52
21,570 SF
LA OUINTA, CA 92253
76.0 LF
CONTACT NAME: JOHN GAMLIN
20 LF
TEL No.: 760-391-5072
1 EA
290
— ---------
TW&R-iUNG
qATE GIALY R. EVANS DATE
ABBREVIATIONS FOR HIDEAWAY BUIL G & SAFETY DIRECTOR COMMUNITY DEVELOPMENT DIRECTOR
NOTESTO CONTRACTOR CITY OF LA QUINTA CITY OF LA QUINTA
AC ASPHALT CONCRETE THE LOCATION OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT
ASSY ASSEMBLY CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA i
BC BEGINNING OF CURVE LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES
BV BUTTERFLY VALVE WHICH MIGHT BE OCCASIONED 13Y HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. THE CONTRACTOR SHALL
POTHOLE PROPOSED CROSSINGS OF EXISTING UTILITIES PRIOR TO WATER OR SEWER CONSTRUCTION AND VERIFY THEIR HORIZONTAL AND VERTICAL
80 BLOW OFF AMENDMENT NO.2 TRACT MAP NO. 29894-3 (LOT D) WITHIN SECTION 9, T.6.S., R.7.E., S.B.B.&M. LOCATIONS. ANY DISCREPANCY BETWEEN THE PLANS AND FIELD CONDITIONS SHALL 13E BROUGHT TO THE ATTENTION OF RCE CONSULTANTS, INC. THE
C.O. CLEAN OUT
C&G CURB AND GUTTER CONTRACTOR S14ALL NOTIFY RCE CONSULTANTS, INC. PRIOR TO POTHOLING. IF NECESSARY, RCE CONSULTANTS, INC. SHALL REVISE THE PLANS. THE
CONTRACTOR SHALL BEGIN WATER OR SEWER CONSTRUCTION AFTER REVISIONS ARE APPROVED FOR CONSTRUCTION.
CENTERLINE
CONST. CONSTRUCT ROE CONSULTANTS, INC. MAKE NO REPRESENTATION CONCERNING THE ESTIMATED QUANTITIES ON THESE PLANS OTHER THAN ALL SUCH FIGURES,
D DEPTH
INCLUDING ALL EARTHWORK NUMBERS, ARE PRELIMINARY ESTIMATES AND FOR PERMIT PURPOSES ONY. IT SHALL BE THE CONTRACTORS RESPONSIBILITY
DEFL DEFLECTION R
TO PREPARE HIS OWN QUANTITY ESTIMATE FOR CONSTRUCTION AND OR COST PURPOSES. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY
DI DUCTILE IRON
DEVIATIONS BETWEEN ESTIMATED QUANTITIES AND THE ACTUAL! AN'n1IES AT E TIME OF CONSTRUCTION.
DIA. DIAMETER OU THE n
F
OIR: DIRECTION THE CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONS11311JTY FOR JOB SITE CONDITIONS DURI G
EA. EACH Lf) Q; _r'. 0) 01 cf) It L0 N THE: COURSE OF
CONSTRUCTION OF THIS PROJECT INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT ALL APPLY CONTINUOUSLY AND
SH
EC C> a 01 C3 C:) T-1 V- T- V-
END OF CURVE "r-
ESMT. EASEMENT (0 SHALL NOT BE LIMITED TO NORMAL WORKING HOURS; AND THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY AND HOLD THE OWNER AND ENGINEER
EX EXISTING T_ HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, 14 CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING FOR
J_ LIABILITY ARISING FROM THE NEGLIGENCE OF THE OWNER OR THE ENGINEER.
FH FIRE HYDRANT
GV GATE VALVE
INV. INVERT
IRRIG. IRRIGATION
LAT. LATERAL GENERAL NOTES
LF LINEAR FEET
MAX MAXIMUM 1. ALL WORK SHALL BE INSPECTED BY CVWD INSPECTION DIVISIDN. THE CHARGES FOR INSPECTION SHALL BE IN ACCORDANCE WITH CVWD'S
MET. METER REGULATIONS AND STANDARD SPECIFICATION.
MH
MANHOLE
NO. NUMBER 17 1 'WORK PERFORMED WITHOUT INSPECTION SHALL BE REJECTE6.
NTS NOT TO SCALE
PCC PORTLAND CONCRETE CEMENT 3. CONTRACTOR SHALL CONTACT CVVM CHIEF INSPECTOR AT LEAST 48 HOURS PRIOR TO START OF CONSTRUCTION TO ARRANGE A PRECONSTRUCTION
PRC POINT OF REVERSE CURVE A CONFERENCE
118
PROPERTY LINE
PROP. PROPOSED 4. CONTRACTOR SHAH SUBMIT TO CVWD A LIST OF MATERIALS TO BE USED PRIOR TO THE PRECONSTRUCTION CONFERENCE. ONLY MATERIALS ON TH
PUE PUBLIC UTILITY EASEMENT APPROVED LIST MAY BE USED. LIST SHALL INCLUDE QUANTITY,?MANUFACTURER. MODEL, SIZE, AND OTHER PERTINENT DATA. E
PZ PRESSURE ZONE
I 119° 5. CONTRACTOR SHALL SCHEDULE HIS CONSTRUCTION ACTIVITIES DAILY WITH CVWD'S CHIEF INSPECTOR BETWEEN 13OPM AND 4:30PM FOR THE
RED. REDUCER
RP REDUCED PRESSURE FOLLOWING WORKING DAY. IF CVWD IS UNABLE TO PROVIDE ANINSPECTOR OR INSPECTORS, CONTRACTOR SHALL RESCHEDULE ITS WORK FOR ANOTHER
PZ PRESSURE; ZONE TIME.
PROJECT
R/W RIGHT OF WAY tl
IF CONTRACTOR ELECTS TO CANCEL SCHEDULED WORK WITHOUT NOTICE TO CVWD. CONTRACTOR SHALL BE
SD STORM DRAIN
S/W SIDEWALK S IT E CHARGED ONE "OUR OF INSPECTION TIME FOR EACH DAY OF OCCURRENCE.
SS SEWER WELLS ITE #2
STA. STATION
TVH TOP OF MANHOLE
7 (LOT D)
TYP. TYPICAL WATER NOTES
VERT. VERTICAL 121
VCP VITRIFIED CLAY PIPE
131 130 129 1. CONTRACTOR TO VERIFY THE HORIZONTAL & VERTICAL LOCATIONS OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION.
WAT WATER 128 . k - 11 1
WB AET BARREL 127 126 122 2. CONTRACTOR TO VERIFY THE HORIZONTAL & VERTICAL LOCA'nON OF EXISTING WATER LINE PRIOR TO THE START OF CONSTRUCTION. ANY
1251 DIFFERENCES SHOULD BE REPORTED TO THE ENGINEER AS SOON AS POSSIBLE.
- 124 123`\ \
EARTHWORK QUANTITIES 77_
146
CUT VOL 1735 C.Y. 7!rl 47 \
2
3 A
148 4 CITY OF LA QUINTA
149 150 151 BUILDING & SAFETY DEPT.
FILLVOL. 0 C.Y. 152 1 SHE E APPROVE D`7
NET VOL 1735 C.Y.
PLAN DETAIL 111311
FOR CONSTRUCTION
153 7
,SHEET INDEX 8' DATE _ Z$ JO -713Y A GRATE
SHEET NO, DESCRIPTION
54 2 9 L3*x2 1/2"x3/8' 1/4" CLEAR
4b
TITLE SHEET 2 CL
-SITE RETENTION 10
k0DED END
2 PRECISE GRADING PLAN ........ .
A LUG IA" It 1 111'
GRAPHIC SCALE
( IN FEET )
I inch = 200 fL
Ri55
1-4 3
PUNCH 1* HOLE
IN PIPE TO
156 RECEIVE LUG
4 13 SECURITY TUBE
FENCING 1/4 L 1/4 L
14 Yxll2m BARS
wo 5 A
157
15
MAR 16-2
6 imnpy RAAP 16 '00 007
linn vin 158 7
5 MIN
10' MIN. DIA
REM, /-CONCRETE COLLAR
2 H DETAIL PER PLAN
CONSTRUCTION NOTESAND ESTIMATED QUANTITIES X /12 AROUND INLET
DESCRIPTION
APPROX. QTY.
CONSTRUCT TWO (2) V GATES, (16 FT. WIDE TOTAL) PER CVWD WELL SITE GATES AND DETAIL SM. DWG.# W-43
I EA
CONSTRUCT 3' MAN GATE PER CVWD WELL SITE GATES AND DETAIL STD. DWG.# W-43
I EA
coNsTRuct 8' MIN. HIGH CONCRETE BLOCK WALL PER WALL DETAIL ON SHEET I & PER SEPARATE PERMIT
395 LF
INSTALL UNDERGROUND ELECTRICAL POWER SOURCE, INCLUDING CONDUITS AND 6'xV TRANSFORMER PAD PER POWER UTILITY'S MINIMUM SPACING
REQUIREME)4TS, CONSTRUCTION DRAWINGS AND CODES
I EA
DEEPEN FOOTING TO 36- WITH ADDITIONAL VERTICAL AND HORIZONTAL REINFORCING BARS ON FIRST 3' OF WALL SOLID GROUT
ALL CELLS PER DETAIL ON SHEET 1
4 EA
CONSTRUCT P.C.C. MIN 6* THICK, EXTEND 16 FEET BEYOND GATES
767 SF
PLACE 4" OF CLASS If CRUSHED AGGREGATED BASE ON ENTIRE SITE PER DETAIL ON SHEET 1
21,570 SF
PROPOSED 12" D.I.P. POLYWRAPPED WATER MAIN
76.0 LF
PROP. 24"'STEEL SLEEVE CASING FOR 12* DOMESTICWATERMAIN
20 LF
REMOVE END PLUG AND CONSTRUCT INLET STRUCTURE FOR BLOW OFF WATER PER DETAIL ON SHEET I & CVWD STD. DWG.; W-41
1 EA
-CONSTRUCT 96* SQUARE CONCRETE STOOP, 1006.25 FS/FG PER DETAIL ON SHEET 1
64 SF
INSTALL (1) 18'x18'x12' TEE, (2) 18" BUTTERFLY VALVES. (1) 12* GATE VALVE, CONNECT TO EXIST. 18* D.I.P. WATER LINE UNDER
DIRECT DISTRICT INSPECTION. SEE CVWD ORW. # 31134
1 EA
INSTALL 10rX14* SAFETY WARNING SIGN "DANGER HIGH VOLTAGE UNDERGROUND ELECTRIC" ON INSIDE FACE OF WALL ABOVE
PROPOSED,ELECTRIC TRANSFORMER PAD
1 EA
HONE SERVICE TO THE WELL, SITE PER UTILITY REQUIREMENTS
I EA
dfiCAli STATIC WATER PRESSURE = 74 psi.
UNDERGROUND SERVICE ALERT OF SOUTHM CALIFORNIA WATER WORKS MATERIAL SHALL BE RATED FOR 150 psi.
SOILS ENGINEER DATE
7595 Irvine Center Dr.
C465513 Suite 130
SIGITAMIT j P.E. - — Irvine, Ca, 92618
Phone: 949.453.0111
EXP.— 6-30-07 Fax: 949.453.0411
Axnsuftant ,, Inc.
JULZAUNED BY-J.R. CHECKED BY.F.C. SCALE: FILE Na
REVISIONS DATEI NC) P. A. DATE: 12/18/06 N.T.S. 0511
DRAWN BY.
F
\\'/ \ `\ \` % \ \\ 00 6" M 3 I
EXISTING GRADE
+
NN
00
TYPICAL WALL SECTION TYPICAL WALL
NORTH, WEST & SOUTH SIDE MADISON STRI
N.T.S. N.T.S
RETAINING WALL PER SEPARATE RETAINING WALL PER SEPARATE
PLAN AND PERMIT z PLAN AND PERMIT
Z
#4012- O.C. E.W.
96"X96" CONCRETE STOOP
N.T.S'.
FS ELEV
PIPE DIAMETER
PER PLAN
0.109" j
1/4 A
le R.C.P.
VINV, PER
PLAN
NOTE.
GRATED FRAME SHALL BE GALVANIZED
SECTIONAA.
.INLET DETAIL
-- -N.T.S.
CITY of LA QUINTk
Plan Set No.
WE
'12
122100
am N06
PER PLAN CRUSHED AGGREGATEID DAOC ZE
aaectat OF eHc
aw 76
CAM APFFL
\ \/ /'.\f' /\/ /\/'fes\f /\`f''// \ \//\
THE SOILS ENGINEER HAS REVIEWED THE QAdt=>rSsrO INSTALL TEL
PLANS AND FINDS THEM TO BE IN
COMPACT NATIVE
CONFORMANCE WITH THE SOILS REPORT.
DIAL TOLL FREE
NO. C 46389
1-800-227-2600
F_V. 9-30-2008
AT LEAST TWO DAYS
BEFORE YOU DIG
1000.00 FEET TO ALL ELEVATIONS
dfiCAli STATIC WATER PRESSURE = 74 psi.
UNDERGROUND SERVICE ALERT OF SOUTHM CALIFORNIA WATER WORKS MATERIAL SHALL BE RATED FOR 150 psi.
SOILS ENGINEER DATE
7595 Irvine Center Dr.
C465513 Suite 130
SIGITAMIT j P.E. - — Irvine, Ca, 92618
Phone: 949.453.0111
EXP.— 6-30-07 Fax: 949.453.0411
Axnsuftant ,, Inc.
JULZAUNED BY-J.R. CHECKED BY.F.C. SCALE: FILE Na
REVISIONS DATEI NC) P. A. DATE: 12/18/06 N.T.S. 0511
DRAWN BY.
F
\\'/ \ `\ \` % \ \\ 00 6" M 3 I
EXISTING GRADE
+
NN
00
TYPICAL WALL SECTION TYPICAL WALL
NORTH, WEST & SOUTH SIDE MADISON STRI
N.T.S. N.T.S
RETAINING WALL PER SEPARATE RETAINING WALL PER SEPARATE
PLAN AND PERMIT z PLAN AND PERMIT
Z
#4012- O.C. E.W.
96"X96" CONCRETE STOOP
N.T.S'.
FS ELEV
PIPE DIAMETER
PER PLAN
0.109" j
1/4 A
le R.C.P.
VINV, PER
PLAN
NOTE.
GRATED FRAME SHALL BE GALVANIZED
SECTIONAA.
.INLET DETAIL
-- -N.T.S.
CITY of LA QUINTk
Plan Set No.
WE
'12
122100
am N06
PER PLAN CRUSHED AGGREGATEID DAOC ZE
aaectat OF eHc
aw 76
CAM APFFL
\ \/ /'.\f' /\/ /\/'fes\f /\`f''// \ \//\
WITHIN
F1 1 -4 01-k-, IU1'4 ;v
n E!D-70
COMPACT NATIVE
(90% MIN)
BENCH (MARK DATUM CORRECTION:
CRUSHED AGGREGATED BASE
SUBTRACT
1000.00 FEET TO ALL ELEVATIONS
SHONN HEREON TO REFLECT
ACTUAL MSL ELEVATIONS RELATIVE TO THE BENCH MARK DATUM.
N.T-S.
STAMP
BASIS OF BEARINGS
BENCH MARK
APPROVED BY: CITY OF LAQUINTA
DRAWING NAME:
-r;,
THE NORTH LINE OF THE NW 1/4
CVWD WELL S I 2
PG-WELLSITE #2-01
IN C,
1
NO. C46559 70
OF SECTION 9, TOWNSHIP 6
SOUTH, RANGE 7 EAST, SAN
PD 3 3W
MONUMENT -IN HANDWELL AT THE
PRECISE GRADING PLAN
PROJECT No. j
EXP. 6-30--07
BERNARDINO BASE AND MERIDIAN
INTERSECTIO 4 OF WASHINGTON ST
0003 HID I
PER PM 44/67-68 SAID LINE
& 42 AVENUE ELEV=117.05'
TIMOTHY R. NASSON, P.E. DATE TITLE SHEET
CIVI%_
Orr
BEARS N8 '46'12"E
PUBLIC RKS DIRECTOR/CITY EN ERAMENDMENT N0.2 TRACT MAP NO. 29894-3 (LOT D)
SHEET I OF 2
R. NO. 45843 EXP. 12--3 6
WITHIN
F1 1 -4 01-k-, IU1'4 ;v
n E!D-70
DIAL TOLL FREE
1--800-227-2600
AT LEAST TWO DAYS
` BEFORE YOU DIG
UNDERGROUND SERVICE ALERT OF SOUTHERN CALIFORNIA
I
(SSSS I 1+ i ttll ,
' 24SD P!
Ad ON CLUB
MADISON ST., OFFSTE SD PLAN
MEANDERING S
I 10'
ILI
32' LAN SCAPE
I[ a 0 a t
o a 0 ' ° , SMT.
1M q ETER W !L`PER
PER
E M . FOR MULTI ADISON CL`UB" MASS GRAD NG
LIRPOSE TRAM & PERIMETER WALL PLANS
i (, :,' I Q { ! ;. 1 i t IN TAIL UNDERGROUND ;EIEC AL P4 R J1 Y 8c TRACT
1S r r t t .
34. SO RCE, INCLUDI dG CONDUITS LdD 6x8. NOAR
' ILL TR SFO MER PAD PERI'POWE TILITYSPERIMETER BOCK f E , Q `N' ! SGA E MINI UM AGING ,REQUiF2EMEN `
Q MADISON -\S . CURB
! ! ' 1 MADISON STREET L PLANS - ti t Q': `f 1 iF \
j ' j ; ; CON TRUOTION DR WINGS AND ES
jj
- , THE HIDEAWAY, r & Eta
4' tai 1.3-
U
`t `t '`: i ; ` ` • iNSTA
13 i ~ ; 1 !,L TEIEFHONE SERVICE TO LL t t \ i
( SITE P R U-NUTY RE( 10EMENTS. ; -
I I f 1' 1875.00 1 EX. 27 SWER,PER:
fNST LL 0 X 4 SAFETY WARNING SIGN 1 ' o 1 DEEPEN F00i NG TO r
. " A 17 3 9. TN ; i , 1 a l=?3.02 VN TH Ad ' ! T10N L %TCAL
i ' VWD D"VG1 #. t}' 45
4 I t r,t 0 GER HIGH VOLTAGti UNERGRQUNQ.. 1Gy06.47y F 1 f' '• "' , AND HOR
ON
REINFORGNG1 r '
C 1C" ON INSIDE, FACE\ OF WALL 1004. J8 } '; i '°' i ` r
ABOVE RO OSEi ELECTRICi, TRA14SFORMER 1004,11 I i s > BA S ON IRSTl3' OF 1V1 At L 1
EX. I8' 0.l.P. WATERLINE. ii PA . BARCO (800J 28-27Q3) OR f i 0' `t ` SOLD GRO T ALL CELLS%PER
SEE CVWD DWG. # 30673 ; '' } APPROVED' EQUIVALENT ` DET IL ON HEEk 1
' },1 o'
EX. FIRE HYDRANT i t 1 • ,,006'+ MA 1.9630
HIDEAWAY PHASE 2 i 6`` 1 A 4 1.`FG A NF2329.0 1
' l , ` c
WATER PLAN4 49'
\ t
I , C j _ • \y101Fj'13g4
EX. SS MH
REFER TO PHASE I'D, t i I N q ' } CONSTRUCT 98
VIA
i
SAVONA SEWER PLANS ! ( j I f ° 6 SQUARE CON STOOP
-
__.. 1013.49
{
3005. 4 F 0
j 4..__- - __ ` R%W t t 1 .11 IF 2,. a ,, ` -,4
ij t t t
STRUCT TWO (2) W GATES,
o (16 FT. WIDE TOTAL
JW 1 3 Zryti` ,,r ti PER CVWD WELL SITE \ 0;i \
` f GATES DETAIL 1 r °
{ sm DWc w-4a
I f oill
1006.25 FG 111 1 _ i 1
1013.49 10004.11 TF . k , ` r '.,
1 i 1 1005.84 G
t
1004.11 CONSTRUCT P.C.C. (DRIVEWAY
1 t
MIN 6 THICK
y
EX. CURB & GU I ! '
EXTEND SITE
PERIMETER BLOCK LL
1 1 1 .11 TW INTO )WELL SITE 4 ' MADISON STREET W P S'-
1004.11 IF y Q i '`
} 1 STA. 10+35 ,;, THE HIDEAWAY t
'EASEMENT -/I! EN 24 STEEL '
]t0 IID 1 r O ' 1
SLEEVE ' s \ •c R SEd MEDIAN \ E >. '•
1 Z PROPOSED 12" D.I.P. 0 ,
EX 1$ D.I. WATER VALVE i =t
SEE. CVWD DWG. 30673 ', ':r, 4 ` POLYWRAPPED WATER MAIN 4 ' ' r r
EX_ 10 SANITARY SEWER ,y t oe
REFER TO PHASE 1 D,
VIA SAVONA SEWER PLANS 1 j k1 O 1 i
\ tt
1 ti 1120,
EX. 18" O.I.P. WATERLINE 1 WAhlE
.
SEE CVWD DWG , 30673 i ESE fWN \.
t TEX
11 1` \ `o PERSC `
4 , WGA
EX. 118%1111.25' 0.1. BEND
PER CVWD DWGI 31134
Itii t STA 1 45 TOP 998.80
x12 x12 D1 'TEE 4TH
\ , t ABANDONED
1 •1$ (2)';12" O.I ATE VALVES.` (1;) BUN Ft.ANGE. . ! ;
..
5
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r _ rr,
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NOTE: t t _..__ Ex. $ so
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DEVELOPER TO MAINTAIN ` t\': ` : r, . 1
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INSTALLATION AREA, INSTALL 1$" D.I.P.WATER LINE /UNDER DI CT ' ` `3`'0 !3' ' - `, a o $\ ~ `` `•. `
FINAL. PAVING AND RAISE t *' `p = , PLACE 4 OF CLASS It C SHED - r
r , `` EX. 2I' 5E LINE
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/ ` ,
VALVES TO F'INI'SHED GRADE. f R'` ON tTtTiRE SITE ti , ` ` ,
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EAWAY
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jf ! BEN MARK DA J
mr3lik
k'"IFC'.Tft" Im IA -14 I A , I1 _ . 1 \ `
P.E. C46559
S GNA R
EXP. 6-30--07
onsultantsr Inc.
DESIGNED BY:J.R. CHECKED BY: F.C. SCALE:
REVISIONS DATE NO DRAWN BY: P.A. DATE: - 12/18/06 1 1 "=20'
7595 Irvine Center Dr.
Suite 130
Irvine, Ca, 92618
Phone: 949.453.0111
Fax: 949.453.0411
FILE No.
0511
SUBTRACT 1000.00 FEET TO ALL, ELEVATIONS SHOWN HEREON TO REFLECT
ACTUAL MSL ELEVATIONS RELATIVE TO THE
BENCH MARK DATUM.
STAMP
BASIS OF BEARINGS
BENCH MARK
APPROVED BY:
THE NORTH LINE OF THE NW 1/4
/
OF SEC11ON 9, TOWNSHIP 6
PD 3 3W
N0. C46559x
SOUTH, RANGE 7 EAST, SAN
MONUMENT IN HANDWELL AT THE
EXP. 6-30-07
BERNARDINO BASE AND MERIDIAN
INTERSECTION OF WASHINGTON ST
*
PER PM 44/67-68 SAID LINE
& 42 AVENUE ELEV=117.05'
TIMOTHY R NASSON, P.E. DATE
CIVIL ►`'
BEARS N8946"12"E
PUBU ORKS DIRECTOR/CITY EN ER
R. NO. 45843 EXP. 12--3 6
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE____BY
ti
GRAPHIC SCALE
( IN FEET )
I inch = 20 ft
GI rY of LA QUINT,,
Plan Set No.
CM.W.D. DRAWING APPROVAL
DAT
' E 2
r m.
OW41 mm
RAZ
RavFdarar E APM
CITY OF LA QUINTA DRAWING NAME:
CVW,.D WELLSITE PG WELLSITE #2-02
PRECISE GRADING PLAN PROJECT No.
0003 HID
LOT D
AMENDMENT NO.2 TRACT MAP NO. 29894--3 (LOT D) SHEET 2 OF 2
WITHIN SECTION 9 T.6.S R.7.E. S.B.B.&M.
-- -- -- - - _ - ---mm__
-- -w = - - - _
RSA7?
w
P
x
i
r
j
u
. I
P
x
i
r
ABBREVIATIONS
AB ANCHOR BOLT
ABV ABOVE
ACI AMERICAN CONCRETE
INSTITUTE
ADD ADDITIONAL
AISC AMERICAN INSTITUTE OF
STEEL CONST.
AISI AMERICAN INSTITUTE OF STEEL
CONST.
AITC AMERICAN INSTITUTE OF
TIMBER CONTS.
ALT ALTERNATE
ARCH ARCHITECT
ASTM AMERICAN SOCIETY TESTING
MAItRIALS
AWS AMERICAN WELDING SOCIETY
® AT
BC BEGIN CURVE
BOLT CIRCLE
BLDG BULDING
BLK BLOCK
BLKG BLOCKING
BM BEAM
BOT BOTTOM
BRCG BRACING
BRG BEARING
BS BOTH SIDES
BTWN BETWEEN
C CHANNEL
CAMBER
CANT CANTILEVER
CB CARRIAGE BOLT
C/C CENTER TO CENTER
CIP CAST IN PLACE
CJ CONSTRUCTION JOINT
CONTROL JOINT
Ck CENTER LINE
CLG CEILING
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CONTR CONTRACTOR
OBL DOUBLE
DET DETAIL
0 DIAMETER
DIM DIMENSION
DIR DIRECTION
OF DOUGLAS FIR
OKG DECKING
ON DOWN
DO DITTO
DWG DRAWING
OWL DOWEL
EA EACH
EC END CURVE
EF EACH FACE
EJ EXPANSION JOINT
ELEV ELEVATION
EQUIP EQUIPMENT
ES EACH SIDE
EO EACH WAY
(E) EXISTING
EXP EXPANSION
EXT EXTERIOR
FDN FOUDNATION
FF FINISH FLOOR
FG FINISH GRADE
FJ FLOOR JOIST
FLG FLANGE
FLR FLOOR
FN FIELD NAILING
FOC FACE OF CONCRETE
FOM FACE OF MANSONRY
FP FULL PENETRATION
FRMG FRAMING
FS FAR SIDE
FT FOOT OR FEET
FTG FOOING
GA GAUGE
GALV GALVANIZED
GLB GLU-LAM BEAM
GR GRADE
H
HIGH
RETAINING WALL BACKFILL DRAINS
TESTS AND SPECIAL INSPECTION
STRUCTURAL DESIGN CRITERIA
HDR
HEADER
1. PVC DRAIN PIPE SHALL BE ASTM D1785, 4"0, SCHEDULE 40.
1. THE CONTRACTOR SHALL PROVIDE THE SERVICES OF A TESTING AGENCY
HORIZ HORIZONTAL
PERFORATIONS SHALL BE MANUFACTURER'S STANDARD PERFORATIONS.
LABORATORY TO PROVIDE CONTINUOUS DEPUTY INSPECTION IN ACCORDANCE
1997 UNIFORM BUILDING CODE
HSB
HIGH STRENGTH BOLT
PERFORATED PIPE SHALL BE INSTALLED WITH PERFORATIONS DOWN. PIPE
WITH CHAPTER 17 OF THE CALIFORNIA BUILDING CODE, FOR THE FOLLOWING
HT
HEIGHT
SHALL SLOPE TO SITE STORM DRAIN FACILITIES OR TO DAYLIGHT.
ITEMS OR TYPES OF WORK:
A. MASONRY PRISM TESTS
SEISMIC DESIGN:
SEISMIC ZONE 4, Z = 0.
(
[ l J U
ICBO
INTERNATIONAL CONFERENCE
2. PCV DRAIN PIPE FILTER SOCK SHALL BE A WOVEN POLYESTER OR
B. REINFORCED MASONRY
STANDARD OCCUPANCY, M
STRUCTURE, I = 1.00
OF BUILDING OFFICIALS
POLYPROPYLENE FILTER FABRIC WITH AN INSTALLED MASS PER UNIT AREA NOT
C. SPECIAL LOCATIONS INDICATED ON DRAWINGS
SOIL PROFILE SO
ID
INSIDE DIAMETER
LESS THAN 3.5 OZ. PER SQUARE YARD AND 40 US SIEVE APPARENT OPENING
SEISMIC SOURCE A. < 10
MAR 16 2001
IN
INCHES
SIZE (AOS). FILTER SOCK SHALL BE HIGHWAY GRADE.
EARTHWOR
No = 1.04 Ca = 0.46
INT
INTERIOR
1. FOUNDATION EXCAVATIONS AND BACKFILL SHALL BE INSPECTED AND
Nv = 1.29Cv = 0.83
3. DRAINAGE GRAVEL SHALL BE 3/4" GRAVEL, AS DEFINED IN THE STANDARD
APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO THE PLACEMENT OF
JST
JOIST
SPECIFCATIONS FOR PUBLIC WORKS CONSTRUCTION (SSPWC GREENBOOK).
REINFORCING STEEL, CONCRETE, AND BACKFILL SOILS.
WIND DESIGN:
'C'
BJ/
EXPOSURE
LB
POUND
4, nRAINArF fRAVFI RHAII RF WRAppcn IN A NnNWnVFN rFOTFXTIIF
2. THE CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATIONS
100 MPH
LG
LENGTH OR LONG
FILTER FABRIC, MIRAFl 140N OR EQUAL.
FROM SURFACE WATER AND/OR GROUNDWATER.
LLH
LONG LEG HORIZONWAL
SITE-SPECIFIC GEOTECHNICAL REPORT PREPARED BY SLADDEN ENGINEERING,
LLV
LONG LEG VERTICAL5.
BACKSIDE OF RETAINING WALL SHALL BE COATED WITH AN ASHPALT
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN, PERMITTING,
DATED JANUARY 28, 2005.
LONG
LONGITUDINAL
EMULSIONS WATERPROOFING COATING, INSTALLED PER THE MANUFACTURER'S
AND INSTALLATION OF ALL BRACING AND SHORING REQUIRED TO COMPLY
MAXIMUM ALLOWABLE BEARING PRESSURE = 1,500 PSF +INCREASES,
LT
LIGHT
WRITTEN RECOMMENDATIONS.
WITH ALL SAFETY REGULATIONS.
2,500 PSF (MAX.)
LVL
LEVEL
ALLOWABLE PASSIVE EARTH PRESSURE = 250 PSF/FT
4. BACKFILL SHALL NOT BE PLACED BEHIND RETAINING OR BURIED
COEFFICIENT OF FRICTION = 0.40
MANUF MANUFACTURER
STRUCTURES BEFORE CONCRETE AND MASONRY HAS ATTAINED SPECIFIED
RETAINING EQUIVALENT FLUID PRESSURE = 35 PCF (LEVEL BACKFILL,
MAS
MASONRY
FULL 28 -DAY DESIGN STRENGTH.
UNRESTRAINED AT TOP)
MAIL
MATERIAL
REINFORCING STEEL
MAX
MAXIMUM
1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60.
5. ALL EXCAVATIONS SHALL BE BACKFILLED AND COMPACTED TO 90%
MB
MACHINE BOLT
MAXIMUM DRY DENSITY IN ACCORDANCE WITH THE REQUIREMENT ASTM D1557.
GENERAL
MECH
MECHANICAL
2. SPLICE REINFORCING STEEL WHERE SHOWN ON THE DRAWINGS. SPLICES
BACKFILL MATERIALS SHALL HAVE AN EXPANSION INDEX NOT EXCEEDING 20.
1. CONSTRUCTION SHALL BE IN COMPLIANCE WITH THE DRAWINGS AND 2001
MIN
MINIMUM
SHALL BE FULL CONTACT SPLICES.
BACKFILL SOIL MOISTURE CONTENT SHALL BE BETWEEN +1% AND -3% OF
CALIFORNIA BUILDING CODE (1997 UNIFORM BUILDING CODE).
MISC
MISCELLANEOUS
OPTIMUM MOISTJRE CONTENT. INDIVIDUAL BACKFILL SOIL LIFTS SHALL NOT
MTL
METAL
3. MINIMUM CLEAR DISTANCES BETWEEN BARS (INCLUDING AT SPLICES)
EXCEED 8 INCHES THICKNESS.
2. THE CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES AND
NIC
NOT IN CONTRACT
SHALL BE 1" OR 1 -BAR DIAMETER, WHICHEVER IS GREATER.
EQUIPMENT SUPPLIER(S) AND VERIFY ALL DIMENSIONS PRIOR TO THE START
NOM
NOMINAL
6. ALL EXCAVATIONS AND BACKFILL SHALL BE PERFORMED IN ACCORDANCE
OF CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY
NS
NEAR SIDE
4. ALL REINFORCING STEEL BENDS SHALL BE MADE COLD.
WITH THE PROJECT -SPECIFIC GEOTECHNICAL REPORT.
DISCREPANCIES, INCONSISTENCIES, OR CHANGED FIELD CONDITIONS.
NTS
NOT TO SCALE
3. DO NOT SCALE DRAWINGS.
#
NUMBER
CAST -IN-PLACE CONCRETE
1. REINFORCED CONCRETE WORK SHALL CONFORM TO THE CODE
4. GENERAL NOTES AND TYPICAL DETAILS APPLY TO THE DRAWINGS UNLESS
0/C
ON CENTER
REQUIREMENTS FOR BUILDING CODE REQUIREMENTS FOR STRUCTURAL
OTHERWISE NOTED. SPECIFIC NOTES AND DETAILS ON THE DRAWINGS SHALL
OD
OUTSIDE DIAMETER
CONCRETE (ACI 318), MANUAL OF STANDARD PRACTICE FOR REINFORCED
TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS.
OH
OPPOSITE HAND
REINFORCED CONCRMASONRY
CONCRETE
CONCRETE CONSTRUCTION (CRSI), AND THE CONSTRUCTION DRAWINGS.
OPENING
1. REINFORCED CONCRETE MASONRY SHALL HAVE A MINIMUM 28 -DAY
5. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND/OR PRODUCT.
OS
OPPOSITE SIDE
COMPRESSIVE STRENGTH (f'm) OF 1500 PSI (CONTINUOUS DEPUTY INSPECTION
2. STRUCTURAL CAST -IN-PLACE CONCRETE SHALL BE HARDROCK CONCRETE
THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT
PERP
PERPENDICULAR
REQUIRED).
WITH A MINIMUM 28 -DAY COMPRESSIVE STRENGTH (f'c) OF 4,500 PSI (2,500
EXISTING FACILITIES AND COMPLETED WORK WHICH IS PART OF THIS
R
PLATE
DESIGN, SPECIAL INSPECTION NOT REQUIRED).
CONTRACT. THE DRAWINGS DO NOT INDICATE MEANS AND METHODS OF
2. CONCRETE MASONRY UNIT (CMU) BLOCK SHALL BE NORMAL WEIGHT IN
CONSTRUCTION. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES,
PP
PSF
PARTIAL PENETRATION
POUNDS PER SQUARE FOOT
ACCORDANCE WITH ASTM C90, GRADE N-1, WITH A MINIMUM COMPRESSIVE
3. PORTLAP:D CEMENT SHALL BE TYPE V IN ACCORDANCE WITH ASTM C150.
ANSOLEADEQRESPONSIBILATE ITY
OF HE ONTRACTCOR
PSI
POUNDS PER SQUARE INCH
STRENGTH OF 1900 PSI. CONCRETE MASONRY UNITS SHALL BE SLUMPED
THD CONTRACTOR SHALLLBETHE PROVIDE
PT
PRESSURE TREATED
BLOCK UNITS, COLOR SHALL BE SELECTED BY THE OWNER.
4. CONCRETE MIX SHALL HAVE A MAXIMUM WATER/CEMENT RATIO (W/C) OF
THAT COMPLY WITH ALL LOCAL, STATE, OSHA, AND NATIONAL SAFETY
0.45.
STANDARDS.
RAD
RADIUS
3. MORTAR SHALL COMPLY WITH ASTM C270, TYPE S, WITH A MINIMUM
28 -DAY COMPRESSIVE STRENGTH OF 2000 PSI.
5. THE FOLL071ING MINIMUM CONCRETE COVER SHALL BE PROVIDED OVER
6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR: 1) ALL SAFETY
R
RR
RADIUS
ROOF RAFTER
REINFORCING STEEL IN CAST -IN-PLACE CONCRETE, UNLESS NOTED OTHERWISE:
PROCEDURES, 2) PROTECTION OF EXISTING IMPROVEMENTS, 3) PROTECTION Of
REINF
REINFORCING
4. GROUT SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 2000
CAST AG,JNST AND PERMANENTLY EXPOSED TO SOIL = 3"
ADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES, AND 4)
READ
REQUIRED
PSI. ADMIXTURE SHALL BE SIKA GROUT AID.
FORMED CONCRETE EXPOSED TO EARTH OR WEATHER = 2"
COMPLIANCE WITH ALL LOCAL, STATE, OSHA, AND NATIONAL SAFETY
RR
ROOF RAFTER
STANDARDS.
5. PROVIDE PORTLAND CEMENT PER CAST IN PLACE CONCRETE NOTES.
6. CONSTRUCTION JOINTS SHALL HAVE KEYS, UNLESS OTHERWISE DETAILED.
SEC
SECTION
MATING SURFACES OF CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED
7. OBSERVATION VISITS TO THE SITE BY THE ENGINEER DO NOT INCLUDE
SHT
SHEET
6. REINFORCING STEEL LAP LENGTH SHALL BE A MINIMUM 48 BAR
AND ALL LAITANCE REMOVED. CONCRETE SURFACES SHALL BE THOROUGHLY
INSPECTIONS OF THE PROTECTIVE MEASURES OR METHODS OF CONSTRUCTION.
SIM
SIMILAR
DIAMETERS, 2'-6", OR AS INDICATED ON THE DRAWINGS, WHICHEVER IS
WET AND ALL STANDING WATER REMOVED PRIOR TO PLACING CONCRETE.
SPGN
SPACING
GREATER.
MATING SURFACES SHALL BE COATED WITH A BONDING AGENT BEFORE PLACING
8, CONSTRUCTION SUPPORT SERVICES AND INSPECTION SERVICES SHALL BE
SPEC
SPECIFICATION
NEW CONCRETE. CONCRETE BONDING AGENT SHALL BE INTRALOK
PERFORMED BY OTHERS.
SOG
SLAB ON GRADE
7. MASONRY UNIT CELLS SHALL BE SET IN VERTICAL ALIGNMENT. GROUT
MANUFACTURED 'BY W.R. MEADOWS, ARMATEC 110 EPOCEM MANUFACTURED BY
SQ
SQUARE
ALL CELLS SOLID, UNLESS NOTED OTHERWISE. GROUT SHALL BE
SIKA, OR DARAWELD C MANUFACTURED BY W.R. GRACE. CONCRETE SURFACES
9 ALL CODES AND STANDARD SPECIFICATIONS NOTED ON THESE PROJECT
SST
STAINLESS STEEL
MECHANICALLY VIBRATED IN ALL CELLS.
SHALL BE PREPARED AND BONDING AGENT APPLIED PER MANUFACTURER'S
DRAWINGS SHALL BE THE LATEST APPROVED EDITIONS AND REVISIONS BY THE
SS
SELECT STRUCTURAL
WRITTEN RECOMMENDATIONS.
GOVERNING AUTHORITIES HAVING JURISDICTION OVER THIS PROJECT.
STAG
STAGGER
8. GROUT THICKNESS BETWEEN INSIDE FACE OF MASONRY UNIT AND
STD
STANDARD
REINFORCING STEEL SHALL BE NOT LESS THAN 1/2". CLEAR SPACE BETWEEN7.
CONCRETE SHALL NOT EXCEED 4". CONCRETE SHALL BE TESTED
10. THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS AND SUBMITTALS
STIFF
STIFFENER
ADJACENT REINFORCING BARS WITHIN THE SAME CELL SHALL BE NOT LESS
.SLUMP
AND PASS SLUMP TEST PRIOR TO PLACING CONCRETE.
FOR COMPLETENESS AND COMPLIANCE WITH THE CONTRACT DOCUMENTS AND
STL
STEEL
THAN 1" OR THE BAR DIAMETER, WHICHEVER IS GREATER.
SPECIFICATIONS. THE CONTRACTOR SHALL STAMP ALL SHOP DRAWINGS AND
STRUCT STRUCTURAL
8. CONCRETE PLACEMENT SHALL BE PERFORMED SUCH THAT THE CONCRETE
SUBMITTALS INDICATING THEIR REVIEW AND CERTIFIED COMPLETENESS PRIOR
SYM
SYMETRICAL
9. IF GROUT PLACEMENT IS STOPPED FOR 1 HOUR OR LONGER, PROVIDE
IS NOT PERMITTED TO FREE FALL FOR A DISTANCE GREATER THAN 5 FEET.
TO SUBMISSION.
HORIZONTAL CONSTRUCTION JOINT 1" BELOW THE TOP OF THE MASONRY UNIT.
CONCRETE PLACEMENT METHOD(S) SHALL INSURE THAT CONCRETE MIX
11. THE CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST TO THE ENGINEER
(T)
TOP
GROUT SURFACE SHALL BE ROUGHENED AND LAITANCE REMOVED PRIOR To
REMAINS UNIFORM AND DOES NOT SEGREGATE.
FOR THE APPROVAL OF ANY MODIFICATIONS OR SUBSTITUTIONS, WHICH MUST
T&B
TOP AND BOTTOM
RESUMING GROUT PLACEMENT.
BE APPROVED PRIOR TO THE SUBMISSION OF SHOP DRAWINGS OR
T&G
TOUNGE AND GROOVE
9. PROJECTING CORNERS OF WALLS, SLAB EDGES, ETC. SHALL BE FORMED
SUBMITTALS WITH SUCH MODIFICATION OR SUBSTITUTION. ALL MODIFICATIONS
THK
THICK
10. MAXIMUM GROUT HEIGHT FOR LOW LIFT CONSTRUCTION IS 4'-0".
WITH A 3/4" CHAMFER, UNLESS OTHERWISE NOTED ON THE DRAWINGS.
AND SUBSTITUTIONS SHALL BE CLEARLY CLOUDED ON THE SHOP DRAWINGS
TOC
TOP OF CONCRETE
AND SUBMITTALS. THE CONTRACTOR SHALL MAINTAIN A COPY OF ALL
TOF
TOP OF FOOTING
11. BOND BEAM UNITS SHALL BE USED AT ALL HORIZONTAL STEEL
10. ELECTRICAL CONDUIT AND MECHANICAL PIPES GREATER THAN 1" DIAMETER
APPROVED SHOP DRAWINGS AND SUBMITTALS ON SITE AT ALL TIMES DURING
TOS
TOP OF STEEL
LOCATIONS.
SHALL NOT BE EMBEDDED IN CONCRETE UNLESS SPECIFICALLY DETAILED.
CONSTRUCTION.
TRANS
TRANSVERSE
CONDUIT AND PIPES LESS THAN 1" DIAMETER MAY BE EMBEDDED IN SLAB ON
IS
TUBE STEEL
12. ALL MASONRY UNITS SHALL BE FURNISHED FROM THE SAME PLANT TO
GRADE PROVIDED THE CONDUIT SPACING EXCEED 3" ON CENTER IN
12. VERIFY ALL PIPE LOCATIONS, SIZES, MATERIALS, AND INVERT ELEVATIONS
TYP
TYPICAL
ENSURE COLOR CONSISTENCY.
HORIZONTAL RUNS AND ARE PLACED IN THE MIDDLE THIRD OF THE SLAB
WITH CIVIL DRAWINGS. PIPE INFORMATION IS SHOWN ON STRUCTURAL
UBC
UNIFORM BUILDING CODE
13. M SHALL BE PROVIDED IN CMU WALLS AT
DEPTH. CONDUITS AND PIPES SHALL NOT BE ALUMINUM.
DRAWINGS IS FOR REFERENCE ONLY.
UTO
UNLESS SONICTED OTHERWISE
I NTC S NO N WALL OR
11. REINFORCING STEEL LAP SPLICES SHALL BE STAGGERED WITH THE
SUBMFRALS
f0'_o S A N
'i31NTA
FOLLOWING MINIMUM LENGTHS (BASED ON REINFORCING STEEL SPACING
1. ALL SUBMITTALS SHALL BE PREPARED IN ACCORDANCE WITH THE
VERT
VERTICAL
BUILDING & SAF
SAFETY
AND VTHEGDRAWINGSREATER HAN ONE BAR
GREATER ,UUNLESS
4 BAR RNOTED
SPECIFICATIONS.
DEPT.
DIAMETER), OTHERWSEN ONS
W/
W/O
WITH
WITHOUT
APPROVED
2. THE CONTRACTOR SHALL PROVIDE THE FOLLOWING SUBMITTALS FOR THE
ENGINEER'S REVIEW:
WP
WORK POINT
FOR CONSTRUCTION
A. CONCRETE MIX DESIGN
WWF
WELDED WIRE FABRIC
7
I
B. REINFORCING STEEL MATERIAL BEND LIST AND PLACEMENT DRAWINGS
Z 0 BYh/Xf .5.
BAR SIZE LAP SPLICE
#3 & #4
2'-0"
#5
2'-6,.
#6
3'-0"
#7
3'-6"
BAR SIZE LAP SPLICE
#8 4'-3"
#9
#10 6'-10"
#11 B'-4"
HILTS CONSULTING GROUP, INC.
16716 OUAIL COUNTRY AVE.
C CHINO HILLS, CA 91709
TEL. (909) 590-5200
pFESSIOyyq
( F
• v Z
r*1
No. S 68
EXP. 3/31/2008
J'q `rTRUCTO \P
\OF CA F
THIS DRAWING AND THE DESIGN CONCEPTS
IT ILLUSTRATES ARE THE PROPERTY OF
HILTS CONSULTING GROUP, INC. THE
DRAWING IS AN INSTRUMENT OF SERVICE
PROVIDED FOR USE ON THE SPECIFIED
PROJECT IDENTIFIED. USE OF THIS DRAWING
WITHOUT WRITTEN CONSENT AND
PARTICIPATION OF HILTS CONSULTING GROUP,
INC. IS PROHIBITED.
REV DATE I DESCRIPTION
DRAWN BY D. HILTS
SCALE AS NOTED
DATE 3-13-2007
REVISION N0.
FILE NAME
SHEET TITLE
STRUCTURAL
GENERAL NOTES
ABBREVIATIONS
PROJECT
HIDEAWAY CVWD
WELL SITE #2
PERIMETER WALLS
PROJECT NO.
06-018
SHEET NO.
S-1
I
T
CITY®,
V j T LA Q
KILTS CONSULTING GROUP, INC.
COUNTRY AVE.
U I N'TA
BUILDING
HILL
CHINO HILLS, CA 91709
c CHINO
& SAFETY DEPT.
APPROVED
TEL. (909)590-5200
FOR CONSTRUCTION
2 4 HORIZ.
DATE
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HIDEAWAY CVWD
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WELL SITE, #2'
NOTES:
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NOTES:
1. SEE CIVIL
DRAWINGS FOR TOP OF FOOTING ELEVATIONS.
PERIMETER WALLS
2. LAP WALL VERTICAL REINFORCING WITH DOWELS.
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