5196�.
c% 4
OF T o
ENCROACHMENT PERMIT
PUBLIC WORKS CONSTRUCTION
Finance Revenue Code E-1
Al-
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For the construction of public or private curbs, driveways, pavements, sidewalks, parking lots, sewers, water mains and other like public
works improvements in connection with MINOR IMPROVEMENTS and APPROVED SUBDIVISIONS.
Subdivision Improvement Permit - Class III
Minor Improvement Permit Class IV
DATE:November 7, 2006
a
LOCATION OF CONSTRUCTION (Street address or Description): Griffin Ranch Lakes TM 32879; Madison south of 54" Street
PURPOSE OF CONSTRUCTION: Retaining walls rock edge
DESCRIPTION OF CONSTRUCTION: See sheet WF6 of 11
DIMENSION OFINSTALLATION OR REMOVAL: Plan "Waterscapers" proiect 0607 and street drawing 53.1 from Joseph N. Cicchini **
APPROXIMATE TIME WHEN WORK WILL BEGIN:Will Call TIME OF COMPLETiON:Less than 1 year from start
ESTIMATED CONSTRUCTION COST: $62,000.00 (Including removal of all obstruction, materials, and debris, backfilling,
compaction and placing permanent resurfacing and/or replacing improvements)
COMMENTS:.** Proiect-No. 2006-014
In consideration of the granting of this permit, the applicant hereby agrees to:
Indemnify, defend and save the City, its authorized agents, .officers, representatives and employees, harmless from and against any
and all penalties, liabilities or loss resulting from claims or court action and arising out of any accident, loss or damage to persons or
property happening or occurring as a proximate result of any work undertaken under the permit granted pursuant to this application.
Notify the Administrative Authority at least twenty-four (24) hours in advance of the time when work will be started at (760) 777-
7075.
Comply with all applicable City Ordinances, the terms and conditions of the permit and all applicable rules and regulations of the City
of La Quinta and to pay for any additional replacement necessary as the result of this work.
Signature of fpplicant or Agent
Trans West Housing - Marty Butler 47-120 Dune Palms Road Suite C La Quinta, CA 92253 777-4307 or 277-0334
Name of Applicant (please print) Business Address Telephone No.
Site Development Studios, Inc. 711 West 17'h St. E-1. Costa Mesa, CA 92627 (949) 515-4270 ext 300
Name of Contractor and Job Foreman Business Address Telephone No.
688782 102532
Contractor's License No. n ity Business License No.
Applicant's Insurance Company
FEES: Subdivision Improvement Permit - Class III
Minor Improvement Permit - Class IV '
Inspection Fee $1,860 + TBD
Permit Fee $100.00
As -Built Deposit $
Cash Deposit -Surety Bond, $
if required
TOTAL $1,960 + TBD
BLO6890
v Number
imp' ovements: 3% of estimated construction costs
I ovements: 3% of estimated construction costs
See attached schedule
PERMIT NO.5 1 96
DATE APPROVED:
EXPIRNTIO DATE: 1 `� J
BY: \\1. - -
Administrative AQtority
Date:
• CV oil
-PUBLIC WORKS DEPARTMENT
APPLICATION FOR PERMIT
4,S Wa.s 5
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Name of Contractor: JA1& &±v
Contractor Address: "-7% l?. 1 .5Kw
Contractor Telephone Number: yC�7O ca, 3CT 9Z6 7
Contractor State License Number: 7 P Z
Contractor City Business License Number: /D S'3
Contractor E-mail Address:
►A COPY OF THE CURRENT INSURANCE CERTIFICATE MUST BE PROVIDED -4
Applicant or Contractor General Liability Insurance Company:
Dl(Q�� Zo —161 S 66
Applicant or Contractor General Liability Insurance Policy Number:
Office. Use Only:
Inspection Fee:
Permit Fee:
As -Built
Deposit:
Dust Control
Deposit:
Credit
Amount:
Office Use Only:
Assigned Permit Number. I
Approval Date:
Expiration
Issue
Date:
Administrative Authority:
TOTAL FEE DUE: 1160 ,t— T 3 p
FOR PERMIT.doc
Nov., 2. 2006 -3:37PM
Ljmda November Aeuuu I -,u5 PM
-389-4538 No. 3619-.5- P. 2/21"".
Lance Neu 949
on
November 2, 2006
Marty Butler Fax- 760-777-4309
Trans. West Housing
47-120 Dune Palms Rd.
Suite C
La Quinta, CA 92253
Reference: Griffin Ranch Entry Feature — Retaining Walls
Dear Ms. Butler: . I
Per your request for information) we are placing approximately 194 cubic yards Of
swictuml concrete retaining walls at a cost of $62,000.
with your py an
We hope this information meets expectations and if you have y
questions please don't hesitate to call,
Sincerely,
The Sits Development Studios Inc.
Friesz
Business Development
C.; Bill A,.k==. SUS
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City of La Quinta
TIME & MATERIAL MONTHLY LEDGER
This time & material ledger summarizes the office and
field staff time devoted to encroachment permits issued,
•
to the subject Permittee, including contract staff.
STAFF MtMBER:
HOURLY
�.
RATE
Cv
F270 8m Sheet of
City of La Quinta
The following General and Special Provisions are attached to and, made a part of
Permit Number 5196
The following shall always apply:
ENCROACHMENT ON PRIVATE PROPERTY: This permit authorizes work to be accomplished within the City of La Quinta's right of way
ONLY. Whenever construction extends within private property, it is the responsibility of the permittee for his contractors to secure permission
from abutting property owners. Such authorization must be secured by the permittee prior to starting work.
TRACK -LAYING CONSTRUCTION EQUIPMENT: Cleated track -laying construction equipment shall not be permitted to operate on any paved
surface unless fitted with smoother -faced street pads. All mechanical outriggers shall be fitted with rubber street shoes to protect the paving
during excavations. Rubber -tired equipment only shall be used in backfill operation in paved areas. If the existing pavement is scarred, spalled,
or broken during the term of this contract or if the pavement is marred, City of La Quinta shall request that these portions of road be resurfaced
over their entire width. • Resurfacing shall consist of one coat of two inches (2") of A.C. surfacing plus appropriate seal coat as specified above.
PROTECTION OF TRAFFIC: All excavations and work areas shall be properly lighted and barricaded as deemed necessary by the City
Engineer or City of La Quinta Public Works Inspectors. Suitable detours and detour signs shall be placed and maintained for the duration of the
project. The City shall be notified twenty-four hours (24) in advance of any traffic detours or delineation.
CARE OF DRAINAGE STRUCTURES: Any drainage structure to include corrugated metal pipe, concrete pipe, steel culvert and concrete
structures encountered during excavation which necessitate removal shall be replaced in kind. In the event it becomes necessary to remove or
cut existing drainage structures, City of La Quinta shall be notified prior to commencement of this work. Drainage structures and open drains
shall be kept free of debris at all times for proper drainage.
RIGHT-OF-WAY CLEANUP: Any surplus material resulting from excavation and backfill operations shall be removed from the right of way. All
paved surfaces shall be broomed clean of earth and other objectionable materials immediately after backfill and compaction. Existing gutter line
and drainage ditches shall be replaced to their original standard or better. All excess material shall be removed prior to paving. Water tanker
shall be used, as required, to sprinkle the job site to keep down dust conditions and shall be used immediately after backfill.
DE -WATER OPERTATIONS:. If de -watering operations are required and pumps are forcing water on City of La Quinta roads, it shall be the
responsibility of the permittee (contractor) to control this water and to provide off-street barricades when necessary.
CLOSING STREETS: No street shall be closed. A minimum of one lane of traffic shall be maintained at all times to provide limited access for
the adjoining property owners and emergency vehicles. In the event it is felt by the permittee that he must close a street for any length of time,
permittee shall contact this office to obtain the necessary permission.
SPECIAL PROVISIONS
The following sha0 apply when indicated:
® R1 NOTIFICATION: Permittee shall be notified the City at (760) 777 - 7097 at least forty-eight hours (48) in advance of starting
construction.
® R2 UTILITY CLEARANCE: (Substructures) Prior to making any excavations within the City of La Quinta right-of-way authorized
by permit, the permittee shall contact all concerned utility companies relative to the location of existing substructures.
Damage to existing substructures resulting from operations conducted under this permit shall be the sole responsibility of the
permittee.
® R3 UTILITY CLEARANCE (Surface. Structures) No work shall be done under this permit until all utilities are Gear of the
proposed work site. The permittee shall notify all concerned utility companies of the proposed work.
❑ R4 PAVEMENT WIDENING: Area between the proposed concrete gutter line and the existing road pavement shall be surfaced
with (" N/A ") inches of A.C. paving placed on ( " N/A ") inches of ( " N/A ") aggregate sub -base course having an
"R" value of not less than ( " N/A ") and in conformance with the City of La Quinta Road Improvement Standards and
Specifications, Ordinance #461.
® R5 PARKWAY GRADING: Area between the property line and top of the proposed concrete curb shall be graded to a slope of
one-fourth inch (%") to one foot (1').
❑ R6 GRADE CHECKING: City of La Quinta shall check grades upon receipt of plan and profile and/or grades as established by
a licensed engineer.
❑ R7 CURB REMOVAL FOR DRIVEWAYS: A portion of the existing concrete curb and/or curb and gutter (" N/A ") feet shall
be removed. Curb and/or curb and gutter shall be saw cut prior to removal. Depressed curb, matching concrete gutter and
concrete driveway approach shall be constructed in conformance with City of La Quinta Standard #207.
❑ R8 DRIVEWAYS: A.C. driveways shall be constructed as not to alter existing drainage pattern. Surfacing between the property
line and the existing road paving shall be two and a half inches (2 Y2") of A.C. paving on (" N/A ") of class (" N/A " )
aggregate base.
® R9 SIGHT CLEARANCE: Sight Clearance of six -hundred feet (600') in all directions shall be assured and maintained at all
times.
❑ R10 SOIL STERILIZER: The area to be surfaced shall be treated with soil strerilizer. Rate of application shall comply with the
manufacturer's specifications.
7
City of La Quinta
® R11 COORDINATE WORK: The proposed work shall be subordinated to any operation, which the State of California or City of
La Quinta may conduct in this area during the period of this permit. Work shall be coordinated with the State or City of La
Quinta forces to preclude delay or interference with State or City of La Quinta projects.
® R12 SURVEY MONUMENTS: Prior to excavation or beginning of construction, all survey monuments which exist on the
centerline of all streets or property lines when included shall be completely tied out so they may be readily and correctly,
replaced by a licensed civil engineer or surveyor at the expense of the permittee. A complete set of notes showing the ties
to these monuments shall be furnished to the City Engineer prior to the removal of any monuments. This office shall be
notified upon completion or replacement of all survey monuments for proper clearance.
® R13 PAVEMENT CUTTING: Pavement will be mechanically saw cut to a straight edge prior to excavation. Method of pavement
cutting shall be approved through the office of the City Engineer. (Under no circumstances shall excavating equipment be
used to excavate prior to cutting or pavement.) Excavation material shall be placed in such a position as to best facilitate the
general flow traffic. Prior to final paving operations, any damage to pavement straight edges shall be corrected.
❑ R14 LIMIT OF EXCAVATIONS: Excavations shall be limited to one -thousand feet (1000') of open trench before backfill
operations must begin. All excavations shall be properly barricaded with lights overnight, on weekends and holidays for the
protection of the traveling public. The Public Works Inspector shall determine the suitability of excavation barricading in
each case. No excavation shall remain open for a period exceeding five (5) days. No excavation shall be made unless the
construction material is actually on the work site.
® R15 BACKFILL MATERIAL: Backfill shall be free of brush, roots or other organic substance detrimental to its use for purposes
of producing and adequately consolidated backfill. Ant material which the City of La Quinta deems unsuitable (spongy or
saturated material) which is encountered during excavation shall not be used for backfill, but shall be supplemented or
replaced by an approved sand or gravel.
❑ R16 BACKFILL SAND: Backfill shall be approved transit -mix sand or equivalent and shall be placed on lifts not greater than
three feet (3') and vibrated using vibrostamper or equivalent equipment. Alternate methods may be substituted, but in any
case, a relative compaction of ninety-five percent (95%) shall be maintained with the structural section of the roadway.
❑ R17 BACKFILL PLACEMENT: Backfill shall be applied in layers of not more than fifty percent (50%) of the total depth of the
trench before flooding or a maximum of five feet (6) lifts where trenches are of excessive depths. Care is to be exercised
that the backfill material is not subjected to extreme swell by flooding operations. Backfill material shall be placed so that the
resulting compaction shall not be less than ninety percent (90%) or equivalent to the surrounding ground, whichever is the
greater compaction. Where ponding or flooding is used for a maximum settlement, ,adequate dikes will be constructed to
retain the water. Where jetting is used, the jets shall be of sufficient length to reach the bottom of each layer and the water
supply shall be continuos.
® RI COMPACTION TESTS: If so required by the inspector, compaction test shall be made at intervals of not more than one -
thousand (1000') feet and a maximum of one (1) test on each road. One (1) copy of each test shall be forwarded tot the City
Engineer for approval and filed prior to making permanent repairs. Compaction tests shall be made as outlined in Section
6.3.01 of the Standard Specifications, Division of Highways, State of California, dated January 1973.
❑ R19. COMPACTION TESTS: If so required by the Inspector, compaction tests shall be made for each crossing or service line.
One (1) copy of each test shall be forwarded to the City Engineer for approval and filed prior to making permanent repairs.
Compaction tests shall be made as outlined in Sections 6.3.001 of the Standard Specifications, Division of Highways, State
of California, dated January 1973.
® R20 TEMPORARY PAVEMENT REPAIRS: After completion of backfill and compaction operations, a temporary patch consisting
of two inches (2") of SC-800 shall be placed on a prepared sub -grade. The SC-800 temporary paving shall be placed after
a maximum of three -thousand linear feet (3000') or trench has been excavated and backfill operations completed, but in no
case shall the placement of the temporary pavement exceed a five (5) day limit.
® R21 PERMANENT PAVEMENT REPAIR: After backfill and compaction have been completed, a temporary patch consisting of
two inches (2") of SC-800 shall be placed immediately. A permanent patch of ( " N/A " ) inches of A.0 surfacing placed on
a (" N/A ") inch (" N/A " ) aggregate base shall be placed no later than ( 5 ) days after completion of temporary road
repair.
❑ R22 FOG SEAL: A fog seal coat consisting of an application of asphaltic emulsion shall be applied over all patch areas as
determined by the City Engineer.
® R23 STREET RESTRIPING: Where street striping is still visible on street to be excavated, such striping shall be replaced upon
completion of permanent repairs.
❑ R24 TREE RELOCATION OR REMOVAL: Tree relocation within the City of La Quinta road right-of-way shall be accomplished
by a licensed, bonded and insured tree service, and handled safely without interference or hazard to the traveling public. It
shall be the responsibility of the permitte to maintain the tree in a vigorous growing condition at its new location.
Trees to be removed shall be in sections, which can be handled safely without interference or hazard to highway traffic. The
entire width of the tree stump, shall be removed and disposed of so that no debris remains in view of the highway. The
stump hole shall be backfilled and thoroughly compacted as specified in the following paragraph. Where it becomes
necessary to restrict traffic, the work shall be restricted to a maximum of five -hundred feet (500') at any one time. Adequate
signs, flagmen and or barricades shall be provided to protect the traveling public at all times.
Large holes resulting from tree removal shall be backfilled and compacted to not less than ninety percent (90%) or
equivalent tot the surrounding ground, whichever is the greater compaction as determined by the impact or field method.
Compaction tests shall comply with Section 6.3.01 of the Standard Specifications, Division of Highways, State of California,
dated January 1973.
�
PERMIT NO.4525
GRIFFIN RANCH (LIMITED INSPECTION)
INSPECTION REQUIRED SEE ITEM 6 BELOW
TM 32879
In addition to the standard permit conditions, the following shall apply:
Pursuant to Section 14.16.320 of the La Quinta Municipal Code (Ordinance 10 § 1 (part), 1982), all
work shall be performed in accordance with the latest edition of the Standard Specifications For Public
Works Construction (SSPWC) and as directed by and to the satisfaction of the City Engineer.
2. . This permit or copy of it shall be on the work site (usually the job trailer) for inspection during -the
actual work performed.
3. Site Development Studios and/or Trans West Housing, hereinafter referred to as "Permittee", shall
be responsible for providing continuous dust and erosion control.
4. Streets shall be kept clean. They shall be completely cleaned at the end of each working day and more
frequently, if required.
5. Pursuant to Section 6.08.050 of the La Quinta Municipal Code (Ordinance 18 § 1,1982), throughout the
work site, the Permittee shall comply with City regulated work hours. Operation and maintenance of
equipment within one-half mile of human occupancy shall be performed only during the following time
periods:
October 1 st to April 30: Monday -Friday 7:00 a.m. to 5:30 p.m.
Saturday 8:00 a.m. to 5:00 p.m.
May 1 st to September 30: Monday -Friday 6:0.0 a.m. to 7:00 p.m.
Saturday 8:00 a.m. to 5:00 p.m.
Work shall be prohibited on legal holidays and Sundays.
Note: Construction work (including setting up traffic control devices) is not permitted on any Arterial
street (ie any 4 lane street) before 8:00 a.m.
6. Inspections shall be limited to: a). Retaining Masohry/Rebar/Grout (at structural locations), b) Pond
Liner to Bridge Connection, c) Rip -Rap Stabilization. If inspections performed by the city exceed the
estimated. inspection fee found on the Permit No. 5196, the cost shall be recorded by the inspector and
billed to the developer as a To Be Determined (TBD) amount.
7. The permittee and/or contractor placing engineered fill must provide adequate time and safety for the
Geotechnical Engineer of Record to perform soils testing during engineered fill placement. The testing
frequency shall be determined by the Geotechnical Engineer of Record such that the fill can be
determined to be placed according to the city approved plans.
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8. The permittee and/or contractor shall provide surveyor staking information adequate for the City
Inspector to determine horizontal and vertical locations relative to the approved city plans. The
minimum required wood lath type stakes shall be placed at all proposed building corners, and they shall
state the horizontal location relative to building corner and the elevation of the top of hub next to the
lath.
9. Pursuant to Section 14.16.110 of the La Quinta Municipal Code (Ordinance 10 § 1 (part), 1982),
Permittee shall assume responsibility for repair of any pavement damage to any public or private street
and for any damage to other City streets or facilities as a result of work performed under this permit.
10. Prior to excavating, if required, -the Permittee shall contact.Underground Service Alert at 1-800-422-
4133. It shall be the Permittee's responsibility to notify the Public Works Department of anticipated
excavation which impact City facilities, including but not limited to traffic signal conduits and loops,
irrigation lines, electrical conduits, and storm drain facilities.
11. The issuance of this permit and the City approval of the related construction improvement plans do not
provide a vested entitlement for all design parameters that may have been utilized for the plans. As
such, plans approved for this permit may be "at risk" for further modifications as it relates to any follow
up improvement plan requirements as required by the city or existing errors & omissions by the
architect or engineer of record.
12. All landscaping, irrigation, decorative rock, decorative concrete, lighting, etc., shall be replaced to its
original condition.
13. Permittee shall permanently stabilize any and all soil that was disturbed as a result of work performed
under this permit with an approved dust control treatment. Soil stabilization shall be done immediately
after completing the operation.
14. Pursuant to Chapter 12.56 of the La Quinta Municipal Code (Ordinance 10 § l (part), 1982) the City
has designated certain city streets as Truck Routes. The weight limit for restricted streets (i.e:, streets
not part of the Truck Route network) is three (3) tons; trucks exceeding the weight limit may use a
restricted street if making a delivery or pickup on the subject street, or if this permit specifically grants
permission to use the street to deliver street construction materials and/or equipment.
15. The City of La Quinta reserves the right to revoke, suspend or void this permit at any time.
16. The permittee shall indemnify, hold harmless and assume the defense of the City from all damages,
delay costs, costs or expenses in law or equity that may arise out of work under this permit.
Zd�z
STRUCTURAL CALCULATIONS FOR
TRACT 32879
GRIFFIN RANCH
LA QUINTA, CALIFORNIA
CONCRETE AND MASONRY RETAINING WALLS
FOR SITE WATER FEATURES
DESIGNED BY
WATERSCAPERS
17011 BEACH BLVD., SUITE 900
HUNTINGTON BEACH, CALIFORNIA 92647
CALCULATIONS BY:.
JOSEPH N. CICCHINI, P.E.
P.O. BOX 4206
PALM DESERT, CALIFORNIA 92260
TEL: 760-776-6687
FAX: 760-346-3460
OCTOBER 24, 2006
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Title: Griffen Ranch
Dsgnr. JNC
Description: Wall Detail Awf2
Scope:
Job #
Date: 4:51 PM, 22 OCT 06
6;�r. RW6&5049, Ver5.6.1, 25-0ct-2002 Cantilevered Retaining Wall Design Page 1 '
(6103-2072 ENERCALC Enaineerina Software r. \nrnirrilmr mirinriffanlralr_clawf7 a r'al
Description WaL-L TYN
Criteria
Retained Height
= 6.50ft
Wall height above soil
= 0.50 ft
Slope Behind Wall
= 0.00: 1'
Height of Soil over Toe
= 18.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Surcharge Loads
Surcharge Over Heel = 62.4 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 62.4 psf
,NOT Used for Sliding & Overturning
Design Summary
Total Bearing Load = 4,970 Ibs
...resultant ecc. 9.03 in
Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
Footingl[Soil Friction = 0.400
Soil height to ignore
for passive pressure = 0.00 in
Soil Pressure @ Toe
= 1,229 psf OK
Soil Pressure @ Heel
= 244 psf OK
Allowable
= 1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 1,621 psf
ACI Factored @ Heel
= 322 psf
Footing Shear @ Toe
= 14.6 psi OK
Footing Shear @ Heel
= 33-3 psi OK
Allowable
= 85.0 psi
Wall Stability Ratios
Overturning
= 2.67 OK
Sliding
= 1.90 OK
Sliding Calcs (Vertical Component NOT Used
Lateral Sliding Force
= 1,992.0lbs
less 100% Passive Force = - 1,917.5 Ibs
less 100% Friction Force = - 1,873.2lbs
Added Force Req'd
= .0.0 Ibs OK
....for 1.5 :,1 Stability
= 0.0 Ibs OK
Footing Design Results
ai
Toe Heel
Factored Pressure =
1,621 322 psf
Mu': Upward =
6,595 0 ft-#
'Mu': Downward =
2,606 7,650 ft-#
Mu: Design =
3,989 7,650 ft-#
Actual 1-Way Shear =
14.60 33.33 psi
Allow 1-Way Shear =
85.00 85.00 psi
Toe Reinforcing =
# 5 @ 18.00 in
Heel Reinforcing =
# 5 @ 18.00 in
Key Reinforcing =
None Speed
Lateral Load Applied to Stem
Lateral Load = 202.8 #/ft
...Height to Top = 6.50 ft
...Height to Bottom = 2.50 ft
Stem Construction
M _
Design height
ft=
Wall Material Above "Ht"
_
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
Design Data
fb1FB + fa/Fa
=
Total Force @ Section
Ibs =
Moment.... Actual
ft-#=
Moment..... Allowable
=
Shear..... Actual
psi =
Shear..... Allowable
psi =
Bar Develop ABOVE Ht.
Bar Lap/Hook BELOW Ht.
Wall Weight
Rebar Depth 'd'
Masonry Data
im
Fs
Solid Grouting
Special Inspection
Modular Ration'
Short Term Factor
in =
in =
in =
PSI =
psi =
Footing Strengths & Dimensions
fc = 2,500 psi Fy = 60,000 psi
Min. As % = 0.0014
Toe Width = 3.04 ft
Heel Width = 3.71
Total Footing Width
Footing Thickness = 14.00 in
Key Width =
8.00 in
Key Depth =
15.00 in
Key Distance from Toe =
3.04 It
Cover @ Top = 2.00 in
@ Btm = 3.00 in
Axial Load Applied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity =
0.0 in
ip Stem
Stem OK
0.00
Concrete
8.00
# 5
7.00
Edge
0.726
2,855.4
9,642.1 t5 b/e-
13,297.3 �J
38.5
85.0
23.40
7.36
100.0
6.19
Equiv. Solid Thick. _
Masonry Block Type = Normal Weight
Concrete Data
Pc psi = 2,500.0
Fy psi = 60,000.0
Other Acceptable Sizes & Spacings
Toe: #4@ 13.75 in, #S@ 21.25 in, #6@ 30.00 in, #7@ 41.00 in, #8@ 48.25 in, #9@ 4
Heel: #4@ 12.25 in, #5@1 18.75 in, #6@ 26.50 in, #7@ 36.25 in, #8@ 47.50 in, #9@ 4
Key: #4@ 28.75 in, #5@ 44.50 in, #6@ 48.
I
1
L
'
Title: Griffen Ranch
Job #
Dsgnr: JNC
Date: 4:51 PM, 22 OCT 06
Description: Wall Detail Awf2
'
Scope:
Rev. 560100
User KW-0605049,ver5.6.1,25-oGt-2002 Cantilevered Retaining Wall Design
Page 2
(c119832002 ENERCALC Engineering S&Nwrre
c:korojecftmccomic%griffenkalcsXawf2.ecw.Cal
Description
Summa of Overturnin � Resistin Forces � Moments
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force
Distance Moment
Item Ibs Itft�#
Ibs
ft
ft-#
-
Heel Active Pressure 1,180.8 2.72 3,212.2
Soil Over Heel -
2,174.8
5.23
11,372.3
Toe Active Pressure =
Sloped Soil Over Heel =
'
Surcharge Over Toe _ 1.33
Adjacent Footing Load
Surcharge Over Heel =
Adjacent Footing Load
Added Lateral Load 811.2 5.67 4,596.8
A)dal Dead Load on Stem -
0.00
Load @ Stem Above Soil =
Soil Over Toe =
501.9
1.52
763.3
SeismicLoad
Surcharge Over Toe =
Stem Weight(s)
700.0
3.38
2,362.5
Total 1,992.0 O.T.M. = 7,809.0
Earth @ Stem Transitions
Resisting/Overturning Ratio . = 2.67
Footing Weight =
1,181.2
3.38 •
3,986.7
Vertical Loads used for Soil Pressure = 4,969.6 Ibs
Key Weight
125.0
3.38
421.9
'
Vert. Component
286.7
6.75
1,935.1
Vertical component of active pressure used for soil pressure
Total =
4,969.6 Ibs
R.M =
20,841.8
I
I
. I
1
["I
s
8.00005in Conc w/ 95 (r7 7 in n/r.
1'-6"
#5@18.in
@Toe
Des
#5@18.in all
@ Heel
1
I
202.8ps
62.4psf
62.4psf
1180.8#
Pp= 1917.5#
243.78psf
1228.7psf
I
ri
I ]
CI
F
Title : Griffen Ranch
Dsgnr. JNC
Description: Wall Detail Awf2
Scope:
. Job #
Date: 4:41 PM; 22 OCT 06
7
User3-202ENE VeLCEn.2eerinaSo Cantilevered Retaining Wall Design Page 1'
i (c179832002 ENERCALC Enaineerina Software rtnminr.RmrrnmiNnriffan4airQuwn oe.,wr i
Description ljA,� -TY
Criteria
Retained Height =
5.0011
Wall height above soil =
0.50 it
Slope Behind Wall =
0.00: 1
Height of Sol over Toe =
48.00 in
Soil Density =
110.00 pef
Wind on Stem = 0.0 psf
Surcharge Loads
Surcharge Over Heel 62.4 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 62.4 psf
NOT Used for Sliding & Overturning
Design Summary
Total Bearing Load = 3,569 Ibs
...resultant ecc. = 9.97 in
;Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 It
FootingIlSoil Friction
= 0.400
Soil height to ignore
for passive pressure
0.00 in
Soil Pressure @ Toe = 1,460 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 1,944 psf
ACI Factored @ Heel = 0 psf
Footing Shear @ Toe = 10.4 psi OK
Footing Shear @ Heel = 22.9 psi OK
Allowable = 85.0 psi
Wall Stability Ratios
Overturning = 2.56 OK
Sliding = 3.68 OK
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force = 1,217.1 Ibs
less 100% Passive Force = - 3,125.0 Ibs
less 100% Friction Force = - 1,357.41bs
Added Force Req'd = 0.0 Ibs OK
....for 1.5 : 1 Stability = 0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure = 1,944 0 psf
Mu': Upward = 3,758 0 ft-#
Mu': Downward = 2,065 3,048 it-#
Mu: Design = 1.693 3,048 ft-#
Actual 1-Way Shear = 10.41 22.88 psi
Allow 1-Way Shear = 85.00 85.00 psi
Toe Reinforcing = # 5 @ 18.00 in
Heel Reinforcing = # 5 @ 19.50 in
Key Reinforcing = None Spedd
Lateral Load Applied to Stem
Lateral Load = 156.0 #/ft
...Height to Top = 5.00 ft
...Height to Bottom = 2.00 ft
Stem Construction
M
Top s
St,
Footing Strengths & Dimensions
fc = 2,500 psi Fy = 60,000 psi
Min. As % = 0.0014
Toe Width = 2.13 ft
Heel Width = 2.79
Total Footing Width = �Y
Footing Thickness = 12.00 in
Key Width = 0.00 in
Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
Cover @ Top = 2.00 in @ Btm.= 3.00 in
Axial Load Applied to Stem
Axial Dead Load = 0.0 Ibs
Axial Live Load = 0.0 Ibs
Axial Load Eccentricity = 0.0 in
tem
rn
OK
0.00
Crete
8.00
# 5
4.00
Edge
0.633
'08.1
4461 OK
023.62
23.0
85.0
23.40
6.51
00.0
6.19
500.0
000.0
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: #4@ 15.25 in, #5@ 23.50 in, #6@ 33.25 in, #7@ 45.25 in, #8@ 48.25 in, #9@ 4
Key: No key defined
tem
rn
OK
0.00
Crete
8.00
# 5
4.00
Edge
0.633
'08.1
4461 OK
023.62
23.0
85.0
23.40
6.51
00.0
6.19
500.0
000.0
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: #4@ 15.25 in, #5@ 23.50 in, #6@ 33.25 in, #7@ 45.25 in, #8@ 48.25 in, #9@ 4
Key: No key defined
11
k
Ij
1
u
1
Title: Griffen Ranch Job #
Dsgnr: JNC Date: 4:41 PM, 22 OCT 06
Description: Wall Detail Awf2
Scope:
User. SKW-100
05OW49, Ver 5.6.1, 25-0cF2002 Page 2
(c)1983-2002 ENERCALC Engineering Software Cantilevered Retaining Wall Design clpmjedUnccomL\griftenkxics\awrl.ecw.Cai
Description
Summa of Overturning & ResistingForces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs ft ft-9
Heel Active Pressure = 749.1 2.16 1,617.4
Soil Over Heel =
1,169.7
3.86
4,511.0
Toe Active Pressure =
Sloped Soil Over Heel =
Surcharge Over Toe = 2.50
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load = 468.0 4.50 2,106.0
Axial Dead Load on Stem =
0.00
Load @ Stem Above Soil =
Soil Over Toe =
935.7
1.06
995.0
SeismicLoad =
Surcharge Over Toe =
Stem Weight(s) =
550.0
2.46
1,353.0
Total = 1,217.1 O.T.M = 3,723.4
Earth CD Stem Transitions =
Resisting/Overturning Ratio = 2.56
Footing Weight =
738.0
2.46
1,815.5
Vertical Loads used for Soil Pressure = 3,569.0 Ibs
Key Weight =
Vert. Component =
175.6
4.92
863.9
Vertical component of active pressure used for soil pressure
Total =
3,569.0 Ibs
R.M =
9,538.4
11
F
I
8.00005in Conc w/ #5 0 14_in o/c
4'-0"
#5@18.in
@Toe
Di
#5@19.5in
@ Heel
1
[I
1�
;sd£'09b 1
#£ l'6tiL
#'SZL£ =dd
;sdyZ9
QN
;sdy'Z9
sd'95 L
1
1
1
1
1
1
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1
L
1
TRIe : Griffen Ranch
Dsgnr: JNC
Description: Wall Detail Awf2
Scope:
Job #
Date: 4:58PM, 22 OCT 06
iI
User.K V-=5049,Ver5.6.1,25-Oct-2002 Cantilevered Retaining Wall Design Page 1
(c)1983-2002 ENERCALC Engineering Software c:lproiec0mccomiclgriffenlcalcsl5ftwall.ecw.
Description wp,L�_ "P€
Criteria
Retained Height =
5.50ft
Wall height above soil =
0.50 It
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
18.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 62.4 psf
NOT Used for Sliding & Overturning
Design Summary
Total Bearing Load + _ 3,231 Ibs
...resultant ecc. = 5.18 in
Soil Data
Allow Sol Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 45.0
Toe Active Pressure
= 0.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 It
Soil Pressure @ Toe
= 1,331 psf OK
Soil Pressure @ Heel
= 284 psf OK
Allowable
= 1,500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe
= 1,515 psf
ACI Factored @ Heel
= 324 psf
Footing Shear @ Toe
= 7.9 psi OK
Footing Shear @ Heel
= 25.4 psi OK
Allowable
85.0 psi
Wall Stability Ratios
Overturning
= 2.42 OK
Sliding
= 1.71 OK
Sliding Calcs (Vertical
Component NOT Used)
Lateral Sliding Force
= 1,346.4lbs
less 100% Passive Force = - 1,253.5 Ibs
less 1.00% Friction Force = - 1,050.6 lbs
Added Force Req'd
= 0.0 Ibs OK
....for 1.5: 1 Stability
= 0.0 Ibs OK
Footing Design Results
Toe Heel
Factored Pressure =
1,515 324 psf
Mu': Upward =
1,874 0 ft-#
Mu': Downward =
734 0 ft_#
Mu: Design =
1,140 2,933ft-#
Actual 1-Way Shear =
7.93 25.41 psi
Allow 1-Way Shear =
85.00 85.00 psi
Toe Reinforcing =
# 5 @ 18.00 in
Heel Reinforcing =
# 5 @ 18.00 in
Key Reinforcing =
None Spec'd
FootingjlSoil Friction = 0.400
Soil height to ignore
for passive pressure = 0.00 in
Lateral Load Applied to Stem
Lateral Load = 34.1 #/ft
...Height to Top = 5.50 ft
...Height to Bottom - 1.50 It
Footing Strengths 8r Dimensions
fc = 2,500 psi Fy = 60,000 psi
Min. As % = 0.0014
Toe Width = 1.67 It
Heel Width = 2.33
Total Footing Width = -�
Footing Thickness = 12.00 in
Key Width =
8.00 in
Key Depth =
8.00 in
Key Distance from Toe =
1.67 It
Cover @ Top = 2.00 in
@ Btm.= 3.00 in
Axial Load A lied to Stem
Axial Dead Load =
0.0 Ibs
Axial Live Load =
0.0 Ibs
Axial Load Eccentricity
0.0 in
Stem Construction
Top stem
Stem OK
Design height
ft =
0.00
Wall Material Above "Ht"
=
Concrete
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
16.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
=
0.715
Total Force @ Section
Ibs=
1,388.9
Moment.... Actual
ft-# =
2,932.9 0
Moment..... Allowable
=
4,099.3
Shear.....Actual
psi =
18.5
Shear..... Allowable
psi =
85.0
Bar Develop ABOVE Ht.
Bar Lap/Hook BELOW Ht.
Wall Weight
Rebar Depth 'd'
Masonry Data
I'm
Fs
Solid Grouting
Special Inspection
Modular Ration'
Short Term Factor
Equiv. Solid Thick.
in = 18.72
in = 6.00
100.0
in 6.25
psi =
psi .=
Masonry Block Type = Normal Weight
Concrete Data
fc psi = 2,500.0
Fy psi = 60,000.0
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: #4@ 15.25 in, #5@ 23.50 in, #6@ 33.25 in, #7@ 45.25 in, #8@ 48.25 in, #9@ 4
Key: Not req'd, Mu < S ' Fr
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Title: Griffen Ranch Job #
Dsgnr. JNC Date: 4:58PM, 22 OCT O6
Description: Wall Detail Awf2
Scope: 12
Rev. 560100
User. KW-0605049, Ver5.6.1, 25w0d-= Cantilevered Retaining Wall Design Page 2
(c)198&2002 ENERCALC Engineering Software clproject\mcoomidgrlffenlcalcsZftwall.ecw
Description wp,\—L ` \(P€ n
Summa of Overturnin & Resisting
Forces & Moments
OVERTURNING.....
.....RESISTING.....
Force Distance
Moment
Force Distance Moment
Item
Ibs It
ft-#
lbs ft ft-#
Heel Active Pressure
= 1,210.0 2.44
2,957.8
Soil Over Heel =
1,008.3 3.17 3,193.1
Toe Active Pressure
=
Sloped Soil Over Heel =
76.4 3.44 263.1
Surcharge Over Toe
= 1.25
Surcharge Over Heel =
Adjacent Footing Load
=
Adjacent Footing Load =
Added Lateral Load
= 136.4 4.50
613.8
A)aal Dead Load on Stem =
000
Load @ Stem Above Soil =
SeismicLoad =
Total = 1,346.4 O.T.M. = 3,571.6
Resisting/Overturning Ratio = 2.42
Vertical Loads used for Soil Pressure = 3,231.3 Ibs
Vertical component of active pressure used for soil pressure
Soil Over Toe =
275.0
0.83
229.2
Surcharge Over Toe =
Stem Weight(s) =
600.0
2.00
1,200.0
Earth @ Stem Transitions =
Footing Weight =
600.0
2.00
1,200.0
Key Weight =
66.7
2.00
133.3
Vert. Component =
605.0
4.00
2,419.9
Total =
3,231.3 Ibs
R.M:
8,638.5
1
2.
8.00005in Conc
#5@18.in
@Toe
Designer select
#5@18.in all horiz. reinf.
@ Heel
13
1
I
2.
62.4psf
1210.#
Pp= 1253.5#
PPP W284.43psf
1331.2psf
�i
C�
'I
I�I
ri
Title: Griffen Ranch
Dsgnr: JNC
Description: Wall Detail Awf2
Scope:
User.3-202ENE, ALCE,,2eefingooz Cantilevered Retaining Wall Design
(c)1983-2002 ENERCAIC Engineering Softvrare
Description �.t�PLI- •-�-YP�
Criteria
Retained Height =
5.50 it
Wall height above soil =
0.00 It
Slope Behind Wall =
2.00: 1
Height of Soil over Toe =
18.00 in
Soil Density =
110.00 pcf
Wind on Stem = 0.0 psf
Surcharge Loads
Surcharge Over Heel = 0.0 psf
NOT Used To Resist Sliding & Overturning
Surcharge Over Toe = 62.4 psf
NOT Used for Sliding & Overturning
Design Summary .
Total Bearing Load = 3,230 Ibs '
...resultant ecc. = 4.30 in
:Soil Data
Allow Soil Bearing
= 1,500.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
= 35.0
Toe Active Pressure
= 0.0
Passive Pressure
= 250.0
Water height over heel
= 0.0 ft
Soil Pressure @ Toe = 1,241 psf OK
Soil Pressure @ Heel = 374 psf OK
Allowable = 1,500 psf .
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,484 psf
ACI Factored @ Heel = 447 psf
Footing Shear Toe - 12.1 psi OK
Footing Shear Heel = 23.4 psi OK
Allowable = 85.0 psi
Wall Stability Ratios
Overturning = 2.82 OK
Sliding = 1.75 OK
Sliding Callas (Vertical Component NOT Used)
Lateral Sliding Force = 1,077.5lbs
less 100% Passive Force = - 781.3 Ibs
less 100% Friction Force = 1,103.7 Ibs
Added Force Req'd = 0.0 Ibs OK
....for 1.5 : 1 Stability = 0.0 Ibs OK
Footing Design Results -A
Toe Heel
Factored Pressure = 1,484 447 psf
Mu': Upward = 2,228 0 ft-#
Mu': Downward = 888 0 ft-#
Mu: Design = 1,340 2,715 ft-#
Actual 1-Way Shear = 12.09 23.41 psi
Allow 1-Way Shear = 85.00 85.00 psi
Toe Reinforcing = # 5 @ 18.00 in
Heel Reinforcing = # 5 @ 18.00 in
Key Reinforcing = None Spec'd
FootingjjSoil Friction = 0.400
Soil height to ignore
for passive pressure = 0.00 in
Lateral Load Applied to Stem
Lateral Load = 34.1 #/ft
...Height to Top = 5.50 It
...Height to Bottom = 1.50 ft
Job #
Date: 5:03PM, 22 OCT 06
1.5
Page 1
Footing Strengths & Dimensions
fc = 2,500 psi Fy = 60,000 psi
Min. As % = 0.0014
Toe Width = 1.67 It
Heel Width = 2.33
Total Footing Width =0�
Footing Thickness = 12.00 in
Key Width =
0.00 in
Key Depth =
0.00 in
Key Distance from Toe =
0.00 ft
Cover @ Top = 2.00 in
Btm.= 3.00 in
Axial Load Applied to Stem
Abal Dead Load =
337.5 Ibs
A)aal Live Load =
0.0 Ibs
Axial Load Eccentricity =
5.3 in
Stem Construction
Top stem
Design height
ft=
Stem OK
0.00
Wall Material Above "Ht"
=
Masonry
Thickness
=
8.00
Rebar Size
=
# 6
Rebar Spacing
=
8.00
Rebar Placed at
=
Edge
Design Data
fb/FB + fa/Fa
=
0.875
Total Force @ Section
Ibs =
665.8
Moment.... Actual
ft-# =
1,597.0p (7,
Moment..... Allowable
=
1,929.0
Shear..... Actual
psi =
12.7
Shear..... Allowable
psi =
25.8
Bar Develop ABOVE Ht.
in =
36.00
Bar Lap/Hook BELOW Ht. in =
6.00
Wall Weight
=
84.0
Rebar Depth 'd'
in:;;
5.25
Masonry Data
I'm
psi=
1,500
Fs
psi =
24,000
Solid Grouting
=
Yes
Special Inspection
=
No
Modular Ration'
=
25.78
Short Term Factor
=
1.330
Equiv. Solid Thick.
in =
7.60
Masonry Block Type =
Normal Weight
Concrete Data
fc
psi =
Fy
psi =
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S ' Fr
Heel: #4@ 15.25 in, #5@ 23.50 in, #6@ 33.25 in, #7@ 45.25 in, #8@ 48.25 in, #9@ 4
Key: No key defined
I
1
L
Title: Griffen Ranch Job #
Dsgnr: JNC Date: 5:03PM, 22 OCT 06
Description: {Nall Detail Awf2
Scope
Rev. 560100
User. KW-0605049, Ver5.6.1, 25-Od-2002 Cantilevered Retaining Wall Design Page 2
(c)1983-2002 ENERCALC Engineering Software = c:lprojecdmccomiclgriffenlcaicslmawnry.ecw..
Description WAt-L. 7`06
Summa of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs It ft-# Ibs It ft-#
Heel Active Pressure = 941.1 2.44 2,300.5
Soil Over Heel =
1,008.3
3.17
3,193.1
Toe Active Pressure =
Sloped Soil Over Heel =
76.4
3.44
263.1
Surcharge Over Toe = 1.25
Surcharge Over Heel =
Adjacent Footing Load =
Adjacent Footing Load =
Added Lateral Load = 136.4 4.50 613.8
Apal Dead Load on Stem =
337.5
1.56
525.9
Load @ Stem Above Soil =
Soil Over Toe =
275.0
0.83
229.2
Seismict-oad =
Surcharge Over Toe =
Stem Weight(s) =
462.0
2.00
924.0
Total = 1,077.5 O.T.M. = 2,914.3
Earth @ Stem Transitions =
Resisting/Overturning Ratio = 2.82
Footing Weight =
600.0
2.00
1,200.0
Vertical Loads used for Soil Pressure = 3,229.7 Ibs
Key Weight =
Vert. Component =
470.4
4.00
1,881.8
Vertical component of active pressure used for soil pressure
Total =
3,229.7 Ibs
R.M =
8,217.0
i-7
2.
8.00005in Ma
#5@18.in
@Toe
Designer si
#5@18.in all horiz. r
@ Heel
0
2.
337.5, LL=
Ecc= 5.3004999999DL= 337.5, LL= 0.0005#, Ecc= in
Pp= 781.25#
941.11#
FPW373.7psf
1241.1 psf
I
I
I
I ,
la. eEng:1-neering
6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369
39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895
December 2, 2005
Trans West Housing, Inc.
47-120 Dune Palms Road; Suite C
La Quinta, California 99953
Attention:. Ms, Marty Butler
Project: Griffin Ranch
SEC Avenue 54 and Madison Street
La Quinta, California
Subject: Geotechnical Update
Project No. 544-4402
05-11-1133
Ref: Geotechnical Investigation Report prepared by Sladden Engineering dated August 17,.
2004, Project No. 544-4402, Report No. 04-08-571.
As, requested, we. have reviewed the above referenced geotechnical report as it relates -to the
design and construction of the proposed residential development.' The project site is identified as
Tract 32879 and is located in the City of La Quinta, California. It is our understanding that the
proposed- residences will' be relatively lightweight wood frame structures supporte& by
conventional shallow spread:foogs;and concrete slabs on grade.
The -lots are presently being graded during the rough grading of the Griffin Ranch project site.
The'ro-ugh: grading includes overexcavation of the native surface soils along with the placement
of engineered fill material to construct the building pads. .
The referenced report includes recommendations pertaining to. the construction of residential
structure foundations. Based upon our review of the referenced report, it is our opinion that the
structural values included in the referenced-geoteclinical report remain applicable for the design
and construction of the proposed residential structure foundations.
Because the majority of the lots have been previous rough graded, the remedial grading required
at this time should be minimal_ The building area should be cleared of surface vegetation,
scarified and moisture conditioned prior to precise grading. The exposed surface should be
compacted so that a minimum of 90f percent relative compaction is attained prior to fill
placement. Any fill material should be placed in thin.lifts at near optimum moisture content and
compacted to at least 90 percent relative compaction.
I
December 2, 2005 -2- Project No. 544-4402
05-11-1133
Allowable Bearing . Pressures: The allowable bearing pressures recommended in . the
geoterhnical report prepared by Sladden Engineering remain applicable. Conventional shallow
spread footings should be bottomed into properly compacted fill material a minimum of 12 E—
inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and < -
isolated pad footings should be at least 2 feet wide. Continuous footings' and isolated pad 4---
footings may be designed utilizing an allowable bearing pressure of 1500 psf. An allowable --e
increase of 300 psf for each additional 1 foot of width and 300vsf for each additional 6 inches of --ec-
depth may.be utilized if desired. The maximum allowable bearing pressure should be 1800 psf.
The recommended allowable bearing. pressures may be increased by one-third for wind and
seismic loading.
The bearing soils are non -expansive and fall within the "very low" expansion category in
accordance with Uniform Building Code (UBC) classification criteria. Pertinent 1997 UBC
Seismic Design parameters are summarized on the attached data sheet.
If you have questions regarding this letter or the referenced report, please contact the
undersigned.
Respectfully submitted,
SLADDEN ENGINEERINGlF�
Brett L. Anders& -
Principal Engineer
SER/pc
2
No. C 46389 2 M
Dcp.9/30/08 M
.CIVI
� 'fir
�T9TFCF caUFa��\�
Copies: 4/Trans West Housing, Inc.
I
i
December 2, 2005 -3- Project No. 544 4402
05-11-1133
1997 UNIFORM BUILDING CODE INFORMAVON
The International 'Conference of Building Officials 1997 Uniform Building Code contains
substantial revisions and additions to the earthquake engineering section in Chapter - 16.
Cohcepts.c.ontained in the code that will be relevant to construction of the proposed structure are
summarized below.
Ground sh4dno,, is . expected to be the primary.hazard. most likely to affect the site,'based upon
proximity to- significant faults capable of 'generating largq! earthquakes. Major fault zones
considered to be most likely to create strong ground shaking at the site are listed below.
'Fault Zone-
Approximate Distance
From Site
Fault Type
.(1997 bBC)
San Andreas
9.8 kin
A
San Jacinto
26 km
A
Based on our field observations and understanding of local geologic conditions, the soil. profile
type judged applicable to this site is Sp, generally described as stiff or dense soil. The -site is
located. Within UBC Seismic Zone 4. The following table presents additional coefficients and
factors
tors relevant to seismic mitigation for new construction upon adoption of the 1507'code.-
Near-Source
Near -Source
Seismiq
Seismic
Seismic
Acceleration
-Velocity
Coefficient
Coefficient
S . durce
Factor, Na
Factor, N�
C.
C11
_Sari Am-dreas
0.64-1N,
jacin . to
1.0
1.0
0.44 Na-San
0.64 Nv
1
it
I
August 17, 2004 -3- Project No. 544-4402
04-08-571
' SUBSURFACE CONDITIONS
' The soils underlying the site consist primarily of fine-grained silty sands with scattered generally thin
sandy clayey 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 soils within our exploratory
borings but several prominent sandy silt and clayey silt layers were also encountered.
1
The silty sands encountered near the existing ground surface appeared somewhat loose but the deeper
silty sand and sandy silt layers appeared relatively firm. Sampler penetration resistance (as measured by
field blowcounts) indicate that density generally increases with depth. The site soils were dry on the
surface but moist below a depth of approximately 5 feet.
Laboratory testing indicates that the surface soils 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 soils in accordance with Table 18-I B of the 1997 Uniform Building Code.
Groundwater was not encountered within our borings that extended to a depth of approximately 50 feet
below the existing ground surface. Groundwater should not be a factor in design or construction.
LIQUEFACTION
. Liquefaction occurs with sudden loss of soil strength due to rapid increases in pore pressures within
cohesionless soils 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 soils conditions, the susceptibility of soils 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.
In the case of this project site, several of the. factors required for liquefaction to occur are absent. As
previously indicated, groundwater was not encountered within our borings that extended to a depth of
approximately 50 feet below the —existing ground surface on the site. Due to the depth to groundwater,
the potential for liquefaction affecting the site is considered negligible.
' CONCLUSIONS AND RECOMMENDATIONS
Based upon our field investigation'and laboratory testing, it is our opinion that the proposed 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. Due to the somewhat .
' loose condition, of the surface soils, remedial grading is recommended for the building areas. We
recommend that remedial grading within the proposed building. areas include the overexcavation and
recompaction of the primary foundation bearing soils. Specific recommendations for site preparation are
' presented in the Site Grading section of this report.
11
P
Sladden Engineering
August 17, 2004 -4- ProjectNo. 544-4402
r 04-08-571
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 minimal- 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.
The site is located in one of the more seismically active areas in California. Design professionals should
be aware of the site setting and the potential for earthquake activity during the anticipated life of the
1 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.
Caving did occur within our borings and the .potential for caving should be expected within deeper
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
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 soils encountered during our investigation were found to be non -expansive. Laboratory
testing indicated an Expansion index of 0 for the surface silty sands and.sandy silts that corresponds with
' .. the "very. low"expansion category in accordance with UBC Table 18-I 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
soils criteria.
' Fouridafion Design: The results of our investigation indicate that either conventional shallow
continuous footings or isolated pad footings that are supported upon properly compacted soils,
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.
1
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 4—
pounds per .square foot (psf) and isolated pad footings may be designed using an allowable
bearing pressure of 1800 psf. The allowable bearing pressures are applicable to dead and
frequently applied live Ioads. The allowable bearing pressures may be increased by 1/3 to resist
winch and seismic loading. Care should be taken to see that bearing. or subgrade soils are not
allowed to become saturated from the ponding of rainwater or irrigation. Drainage from the
building area should be rapid and complete.
Sladden Engineering
I
I
I
I
' August 17, 2004 -5- Project No. 544-4402
04-08-571
The recommendations provided in the preceding paragraph are based on the assumption that all
footings will be supported upon properly compacted engineered fill soils. All grading should be
performed under the testing and inspection of the Soils 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 soils. Passive earth pressure should be ignored within the upper 1 foot f
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 jjXcf for level free -draining native backfill conditions. For walls that are to be
restrained at the top, the equivalent fluid weight should be increased to 55 pcf for level free -
draining native backfill conditions. Backdrairis should be provided for the full height of the
Walls -
Expansive Soils: Due to the prominence of "very low" expansion category soils near the surface,
the expansion potential of the foundation bearing soils 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 due to
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 ,E1na veering
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PROPOSED T VCP SEWER MAIN
VARIES
12.33'-16.DO'
'PYPICAL SE4RI _wn= UTiI,u'Y
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ESTIMATED QUANTITIES
CONSTRUCT 12' DIP w/RESTRAINED JOINTS AND POLYETHYLENE ENCASEMENT
1500
LF
INSTALL 8" DIP
96
LF
INSTALL 6" DIP
59
LF
INSTALL 6' FIRE HYDRANT ASS'Y (WET BARREL)
5
FA
INSTALL 8' DETECTOR CHECK ASS'Y
4
EA
INSTALL 6" DETECTOR CHECK ASS'Y
3
EA
INSTALL f SERVICE AND 1 1 /2' METER
16
EA
INSTALL 1-1/2' SERVICE. AND f METER
9
EA
INSTALL 12" x45_ D.I. BEND
5
EA
INSTALL 12" x22-1 /2 D.I. BEND
3
EA
INSTALL 12"x11-1/4' D.I. BEND
4
EA
INSTALL 12" X12" x6' 0.1. TEE
3
EA
INSTALL 12" X 12" x8' D.I. TEE
4
EA
INSTALL 12' x 12" x12' D.I. TEE
3
EA
INSTALL 18"x18" x12" D.I. TEE
1
EA
INSTALL 6' D.I. GATE VALVE
3
EA
INSTALL 8' D.I. GATE VALVE
4
EA
INSTALL 12" D.I. GATE VALVE
10
EA
INSTALL 18' D.I. BUTTERFLY VALVE EPDXY LINED do COATED
2
EA
INSTALL 2" AIR VACUUM do RELIEF VALVE
3
1
EA
EA
INSTALL 18" x 12" D.I. REDUCER
1
EA
INSTALL 12" x6' D.I. REDUCER
2
INSTALL 6' BLOW -OFF ASS'Y
EA
#
DESCRIPTION
STATION
FROM
TO
1
TITLE SHEET
2
LINE 'A' - PLAN do PROFILE
17
DIP
10+00.00
17+69.43
2
LINE 'C' - PLAN do PROFILE
17
DIP
10+00.00
10+36.00
2
LINE 'D' - PLAN do PROFILE
12T
DIP
10+00.00
10+36.00
3
LINE 'A' - PLAN do PROFILE
1
DIP
17+69.43
22+93.21
3
LINE 'B' - PLAN & PROFILE
IT
DIP
10+00.00
11+34.92
ENGINEER'S NOTE
THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY
PIPES OR STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED
BY A SEARCH OF AVAILABLE RECORDS. THESE LOCATIONS ARE
APPROXIMATE. IT SHALL BE THE CONTRACTOR'S
RESPONSIBILITY TO VERIFY THE LOCATION OF ALL UTILITIES
OR STRUCTURES ABOVE OR BELOW GROUND, SHOWN OR NOT
SHOWN ON THESE PLANS. THE ENGINEER IS TO BE NOTIFIED
OF ANY DISCREPANCIES, SO THAT ANY NECESSARY ADJUSTMENT
CAN BE MADE IN THE ALIGNMENT AND/OR GRADE OF THE
PROPOSED IMPROVEMENTS. THE CONTRACTOR IS REQUIRED TO
TAKE PRECAUTIONARY MEASURES TO PROTECT ANY UTILITY
LINES SHOWN, AND ANY OTHER LINES NOT OF RECORD, AND/OR
NOT SHOWN ON THESE PLANS. THE CONTRACTOR WILL BE HELD
RESPONSIBLE FOR ALL DAMAGE TO ANY UTIUTIES OR
STRUCTURES CAUSED BY HIS OPERATION.
BASIS OF BEARINGS:
THE BEARINGS SHOWN HEREON ARE BASED UPON THE
CENTERLINE OF ADAMS STREET AS SHOWN ON TRACT
26152, M.B. 227/77-85, BEING N W20'DT W
BENCHMARK:
BENCHMARK No. P.D. 3-1-E
BENCHMARK DESCRIPTION
1' IP WITH COUNTY TAG 1963 IN HANDWELL AT
THE INTERSECTION OF MILES AVENUE AND ADAMS STREET.
ELEVATION: 92.067
CITY OF LA QUINTA, STATE OF, CALIF
IMPROV MI P-N-T
WASHINGTON PARK
ORNIA
PLANS
A POR I ON OF FARC LS 5-10
d%
UY PARCEL �ZA V iNUo
�
LOCATED IN THE NE 1 /4 OF SECTION 30, T 5 S, R 7 E, SBM
.f
CASTING 1$ WATER -
1
EXISTING 24" WATER
{ : PAD 6 - � EXI TIIv`G ` �\
(: , >, `.♦ RETAIL ,
I , \ (CIRCUIT CITY)
.12' DIP
c / f
i 'WATER MAIN oPs s
y r.. I ♦ /ti
i SHEET 3 ! 1 l
j I �
LINE A�
12" DIP
WATER MAIN r f
SHEET 3
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EXIST. 10 SEINER I I �,'• �\ '/
I EXIST. If WATER 11A
1-3 \ EXI,, rItr�r
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RETAIL
i W 5 ��` (LOWE'�
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t j E I ` B •`` \ \`
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\ SWR/WiR EESTS
I \ \
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1 \ w , 2r WATER \
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WATER.�K tl ,
I 7
► , , \ SHEET 2 RE '\
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1 ► I I 4 RETAIL SWR/WTR ESSTS►
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i jI PROP. g' VCP SEWER � N18
t I• t' E " /
RE , �' '
ABBREVIATIONS
BC
BEGINNING OF CURVE
C&G
CURB AND GUTTER
EC
END OF CURVE
INV
INVERT ELEVATION
MH
MANHOLE
WM
WATER METER
PA
PLANTER AREA
CO
SEWER CLEANOUT
1
d
6
3
COACHELLA VALLEY WATER DISTRICT
GENERAL NOTES FOR DOMESTIC WATER SYSTEMS °
1. ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR THE CONSTRUCTION
OF DOMESTIC WATER SYSTEMS (STANDARD SPECIFICATIONS) OF THE COACHELLA VALLEY WATER DISTRICT (CVWD).
2. THE CONTRACTOR SHALL POSSESS A VALID CLASS A OR C-34 STATE OF CALIFORNIA CONTRACTORS LICENSE.
{
3. CONTRACTOR SHALL CONTACT CVWD'S CHIEF INSPECTOR UPON RECEIPT OF APPROVED DRAWINGS TO ARRANGE THE
PRECONSTRUCTION CONFERENCE. NO CONSTRUCTION SHALL BEGIN PRIOR TO THE PRECONSTRUCTION
CONFERENCE.
4. CONTRACTOR SHALL SUBMIT TO CVWD A LIST OF MATERIALS TO BE USED PRIOR TO THE PRECONSTRUCTION
CONFERENCE. ONLY MATERIALS ON THE APPROVED LIST MAY BE USED. UST SHALL INCLUDE QUANTITY,
MANUFACTURER, MODEL, SIZE AND OTHER PERTINENT DATA
5. ALL WORK SHALL BE INSPECTED BY CVWD. THE CHARGES FOR INSPECTION SHALL BE IN ACCORDANCE WITH CVWD'S
REGULATIONS.
6, CONTRACTOR SHALL SCHEDULE HIS CONSTRUCTION ACTIVITIES DAILY WITH THE INSPECTION DEPARTMENT BETWEEN
3:30 P.M. AND 4:30 P.M. FOR THE FOLLOWING WORKING DAY. IF CVWD IS UNABLE TO PROVIDE AN INSPECTOR OR
INSPECTORS, CONTRACTOR SHALL RESCHEDULE THE WORK FOR ANOTHER TIME.
IF CONTRACTOR ELECTS TO CANCEL SCHEDULED WORK WITHOUT PRIOR NOTICE TO CVWD, CONTRACTOR SHALL BE
CHARGED ONE HOUR OF INSPECTION TIME FOR EACH DAY OF OCCURRENCE.
7. WORK PERFORMED WITHOUT INSPECTION SHALL BE REJECTED.
S. COPIES OF THE COMPACTION TEST RESULTS SHALL BE FURNISHED TO THE INSPECTOR PRIOR TO PRESSURE TESTING,
MINIMUM FREQUENCY OF COMPACTION TESTING SHALL BE AS FOLLOWS: A SET OF PIPE ZONE AND MID -TRENCH TESTS
SHALL BE CONDUCTED OVER THE PIPELINE EVERY 300 FEET AND AT EVERY THIRD WATER SEVICE, HYDRANT,
DETECTOR CHECK OR MANIFOLD.
9. THE COVER FOR WATER DISTRIBUTION PIPELINES 24 INCHES IN DIAMETER AND SMALLER IN RESIDENTIAL
DEVELOPMENTS WITH CURB AND GUTTER SHALL BE 36 INCHES. THE COVER FOR WATER DISTRIBUTION PIPELINES 30
INCHES AND GREATER AND ANY PIPELINES LOCATED IN NON-RESIDENTIAL AREAS SHALL BE 48 INCHES. STREETS
SHALL BE BROUGHT TO SUBGRADE, SEWER INSTALLED AND CURB AND GUTTER INSTALLED BEFORE THE PIPELINE IS
INSTALLED.
10. POLYETHYLENE ENCASEMENT SHALL BE USED FOR ALL FERROUS PIPES, VALVES AND FITTINGS IN THE AREAS OF
CORROSIVE SOILS AND/OR WHERE THE ELECTROCONDUCTIVITY OF THE SOIL IS LESS THAN 2,000 OHMS PER CUBIC
CENTIMETER OR AS DIRECTED BY CVWD.
11. ALL CONNECTIONS TO EXISTING FACILITIES WILL BE MADE BY CVWD AT THE OWNER'S EXPENSE. SIXTY DAYS NOTICE
REQUIRED. CONTRACTOR SHALL START THE INSTALLATION AT THE TIE-IN CONNECTION PROVIDED.
12. THE SEPARATION BETWEEN WATER AND SEWER FACILITIES SHALL BE AS SPECIFIED IN CVWD STANDARD DRAWING NO.
W-1/S-3.
13. PIPELINES SHALL BE KEPT FREE OF DIRT, ROCKS AND FOREIGN MATERIALS DURING CONSTRUCTION. MECHANICAL
CLEANING MAY BE REQUIRED AT THE DISCRETION OF THE CHIEF INSPECTOR.
14. RESTRAINED JOINTS ARE REQUIRED UNDER PAVERS, DECORATIVE CONCRETE, AND THROUGH EACH ENTRYWAY TO
THE PROJECT. NO WATER PIPELINES SHALL BE INSTALLED UNDER CURBS OR SIDEWALKS.
15. NO WATER SERVICE LINES OR METER BOXES SHALL BE INSTALLED IN DRIVEWAYS.
-16. THESE PLANS MAYBE SUBJECT TO REVIEW AND/OR REVISION BY CVWD IF CONSTRUCTION HAS NOT STARTED WITHIN
12 MONTHS FROM DATE OF APPROVAL AS SHOWN IN CVWD DRAWING APPROVAL BLOCKS.
17. CONTRACTOR SHALL CALL UNDERGROUND SERVICE ALERT (USA) AT 1-M 422-4133 AT LEAST TWO WORKING DAYS
PRIOR TO START OF CONSTRUCTION AND PROVIDE THE CVWD INSPECTOR THE USA NUMBER PRIOR TO EXCAVATION.
Domestic Water General Notes-Final-7/15/05
j t I t EXISTING SEWER .10 f STATIC PRESSURE = 100 PSI
, WATER WORKS MATERIAL SHALL BE RATED FOR 150 PSI
I.rnTF 'A'' .�.��.
.12"' DIP
WATER 'MAILN \\\ q,.
LEGEND ! � I � :- •SHEET 2 \\ . \\ � � , ` % / � COUNTY OF RIVERSIDE DEPARTMENT OF FIRE PROTECTION
CURB LINE ! \♦ PNEeD
RIGHT--OF-WAY I Ii I . `.\ 1 :i DIP
II WATER MAIN EXISTING IIr WATER: BY DATE
SHEET 2
I CERTIFY THAT THE DESIGN OF THE WATER SYSTEM IS
1� �I�I.{illlll{ 1, I► I i
GRAPHIC SCALE .I i-� IN ACCORDANCE WITH THE REQUIREMENTS PRESCRIBED
so a 100 SHEET INDEX 'r BY THE RIVERSIDE COUNTY FIRE OEPARTMEMNT.
=11$0' lY1tiC
SCALE: I'
(INS')
BY DATE
I inch = !t
"S THE LAlI1 o CALL AT LEAST Two �F/ PREPARED UNDER THE SUPERVISION OF
!AL BEFORE WORKING DAYS PRIOR Q
)U DIG! TO EXCAVATING
1-800-227-2600 r3 �� .2 , IL_•
Il C-5 No. C54559^ -
UNDERGROUND SERVICE ALERT DATE
OF soun►�N cMJFORI#A Exp. 12/31/07
�(� � DANIEL R. RU12
0 /14L RCE NO. 54559 EXP. DATE 12 31 07
BEFORE EXCAVATING, THE CONTRACTOR SHALL VERIFY THE ,F OF DRAWN BY: CHECKED BY: DATE:
LOCATION OF UNDERGROUND UTILITIES BY CONTACTING
UTILITY UNDERGROUND SERVICE ALERT AT 1-800-227-2WO DJ DRR FEB 201
�- STANTEC CONSULTING INC.
73-733 FRED WAKING DRIVE
SUS 100
PALM DESERT, CA 92260
$tald2C 760.346.9844
WASHINGTON 111. LTD
30240 RANCHO VIEJA ROAD. SUITE B
SAN JUAN CAPISTRANO. CA 92675
(949) 443-1234
CONTACT PERSON: JACK TARR FOR:
C.V.W.D. DRAWING APPROVAL
2/23/06
o.o. N.
34728
P.wdane CASE 1 APM
CffY OF L QUINTA SHEET NO.
WATER IMPROVEMENT PLANS
A OF PARCEL8 5-10 of 3
OF PARCEL. LW NO.3M
TITLE SHEET FILE: WR30540501
LTED IN THE NE 1 4 OF SECTION 30, T 5 S, R 7 E, SBM DRAWING NO:
WASHIN 3TC M PARK
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