FEMA LOMRPsomas Transmittal Form
PS 0 M A S
3187 Red Hill Avenue, Suite 250 Costa Mesa, CA 92626
Voice: 714-751-7373 Fax: 714 -545 -8883
Date: 10/18/04
Job No. 1LAQ010100
Task 00007
Project: La Quinta Master Drainage Plan
To: Steven Speer, Assistant City Engineer - Public Works Department
(760) 777 -7078
City of La Quinta
78495 Calle Tampico
La Quinta, CA 92253
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1 copy Master Drainage Plan (draft) 10/15/04
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iiase rand comment. The �-1 pplemental LOMR submittal is included in.Appendix
o - (tabbed'Sig n Here) and forward a copy to FEMA along
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Issued By: Bill Whittenberg \
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With Enclosures: Nick Nickerson, NAI Consulting
https: / /intra. psomas. com / project /transmittal /transprint.cfin ?tb id =79728 10/18/2004
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City of La Quinta
or MASTER DRAINAGE
' - - ►I
Prepared by
P S O M A S
3187 Red Hill Avenue, Suite 250
Costa Mesa CA 92626
October 2004
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City of La Quinta Table of Contents
Master Drainage Plan
• TABLE OF CONTENTS
EXECUTIVE SUMMARY ............................................................................ ...........................ES -1
1.0 INTRODUCTION ............................................................................ ............................... 1 -1
1.1. SCOPE OF STUDY .............................................................. ............................... 1=1
1.2 PROJECT DESCRIPTION ................................................... ............................... 1 -1
1.2.1 Location .................................................................... ............................... 1 -1
1.2.2 Topography and Soils ............................................... ............................... 1 -3
1.2.3 Climate ...................................................................... ............................... 1 -4
1.2.4 Existing Population and Land Uses .......................... ............................... 1 -4
1.2.5 Infrastructure ............................................................. ............................... 1 -4
2.0 BASE MAP OF EXISTING FACILITIES ....................................... ............................... 2 -1
2.1 GENERAL INFORMATION ......................................:........ ............................... 2 -1
2. 1.1 Aerial Photo and Topography ................................... ............................... 2 -1
2.1.2 Boundary, Parcel and Land Use Data ....................... ............................... 2 -1
2.1.3 FEMA Flood Zone Data ... ......................................... ............................... 2 -2
2.2 DRAINAGE FACILITIES ................................................... ............................... 2 -2
• 2.2.1 Regional Facilities .................................................... ............................... 2 -2
2.2.2 On -Site Facilities ........... ............................................ ............................... 2 -5
3.0 ENGINEERING DESIGN CRITERIA ........ :.................................................................. 3 -1
3.1 COUNTY REQUIREMENTS (FOR PUBLIC PROJECTS) .............................. 3 -1
3.2 CITY REQUIREMENTS (FOR PRIVATE PROJECTS) .... ............................... 3 -2
3.3 `HIGH CONFIDENCE' VS. `EXPECTED VALUE' LEVELS ......................... 3 -3
3.4 RECOMMENDED REQUIREMENTS ............................... ........ ........................ 3 -4
3.5 WATER QUALITY PERMITTING REQUIREMENTS .... ............................... 3 -4
3.5.1 New Development / Redevelopment ........................ ............................... 3 -4
3.5.2 Construction Activities ............................................. ............................... 3 -6
3.5.3 Municipal Agency Activities .................................... ............................... 3 -8
4.0 DRAINAGE EVALUATION AND ANALYSIS ............................ ............................... 4 -1
4.1 FEMA ANALYSIS ............................................................... ................................ 4 -1
4. 1.1 Methdology ............................................................... ............................... 4 -2
4.1.2 Results ................................................:..................................................... 4 -2
4.1.3 Recommendations ........................................................ ............................4 -4
4.2 PERCOLATION TESTING .................................................. ............................... 4 -4
4.2.1 Overview ................... 4 -4
4.2.2 Study Methods and Results ....................................... ............................... 4 -5
4.2.3 Conclusions and Recommendations ......................... ............................... 4 -5
October 15, 2004 Page i
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City of La Quinta Table of Contents
Master Drainage Plan
• LIST OF TABLES, FIGURES, APPENDICES
L.1
LIST OF TABLES
Exhibit. 1B
1 -1
Climate Summary: Annual Averages ............................................... ...............................
1 -4
2 -1
Existing Land Uses ........................................................................... ...............................
2 -1
2 -2
FEMA Flood Designations .....................:......................................... ...............................
2 -2
2 -3
Other Major Regional Facilities ........................................................ ...............................
2 -5
4 -1
Percolation Test Locations ................................................................ ...............................
4 -5
4 -2
Percolation Test Results .................................................................... ...............................
4 -5
L.2
LIST OF FIGURES
Exhibit. 1B
1 -1
General Vicinity Map: City of La Quinta ................ ...............................
Land Use Map — Overall
1 -2
Satellite Photo: Salton Sink .............................................................. ...............................
1 -3
2 -1
Main Regional Facilities: Aerial Photo ..............................:.............. ...............................
2 -3
2 -2
Whitewater River: Watershed Map ..................................................... ............................2
-4
2 -3
Whitewater River Storm Channel: USGS Map ................................ ...............................
2 -4
4 -1
La Quinta Flood Zones: 1991 FIRM Panel ...................................... ...............................
4 -1
4 -2
Updated Flood Plain Analysis: Overall Area ................................... .......................:.......
4 -3
4 -3
Updated Flood Plain Analysis: Zone AO ........................................ ...............................
4 -3
• 4 -4
Updated Flood Plain Analysis: Zone X ........................................... ...............................
4 -4
L.3 LIST OF APPENDICES
Appendix A. Exhibits
Exhibit 1A
— General Base Map — Overall
Exhibit. 1B
— General Base Map — Cove Area
Exhibit 2 —
Land Use Map — Overall
Exhibit 3A
— FEMA Flood Zone Map — Overall
Exhibit 3B
— FEMA Flood Zone Map — Cove Area
Exhibit 4A
— Drainage Map — Overall
Exhibit 4B
— Drainage Map — Cove Area
Appendix B. Portions of 1991 FEMA Flood Insurance Rate Map (FIRM) for City of La Quinta
Appendix C. Supplement `A' to Riverside County Drainage Area Management Plans (DAMP)
New Development Guideline
Appendix D. Request for Letter of Map Amendment (LOMA)
Initial Submittal (5 /24/04)
Supplemental Submittal 1 (6/9/04)
Supplemental Submittal 2 (10/04)
• Appendix E. Percolation Testing Technical Memorandum from GeoPentech (9/22/04)
October 15, 2004 Page iii
City of La Quinta
Master Drainane Plan
SECTION 1.0
INTRODUCTION
1.1 SCOPE OF STUDY
Section 1.0
The scope of the update to the Master Drainage Plan consists of the following:
• Developing a base map consisting of aerial photography, topography, parcel and
centerline data and existing backbone storm drain systems within the City (Section 2)
• Reviewing basic engineering design criteria for drainage and flood control within the
City (Section 3)
• Analyzing existing public facilities, particularly addressing FEMA Flood Zones, in the
northeast area of the `Cove' (Section 4.1)
• Perform percolation testing to verify /establish infiltration rate criteria for future retention
basins (Section 4.2)
• Identifying hydraulic deficiencies in the existing storm drain infrastructure (if necessary)
• Determining potential improvements to the storm drain infrastructure (if necessary)
• Prioritizing and estimating cost of recommended projects (if necessary)
• Preparing a report presenting the findings of this project.
1.2 PROJECT DESCRIPTION
1.2.1 LOCATION
The City of La Quinta is located approximately 125 miles east of Los Angeles in central
Riverside County. The city is within the Coachella Valley, which extends 50 miles from Palm
Springs to the Salton Sea. The city is bound by the Santa Rosa Mountains to the west, the City
of Indian Wells to the northwest, the City of Indio to the northeast, and unincorporated areas of
Riverside County to the north and south. This report focuses particularly on the Cove area,
which is located in the southwest portion of the City and is bounded by Calle Tampico to the
north, Calle Tecate to the south, Avenida Montezuma to the west and Avenida Bermudas to the
east.
Figure 1 -1 is a general vicinity map for the City of La Quinta. General Base Maps of the City
and the Cove area are provided in Appendix A as Exhibits IA and 113 respectively.
October 15, 2004 Page 1 -1
0
I '
City of La Quinta
Master Drainage Plan
FIGURE 1 -1
GENERAL VICINITY MAP:
Section 1.0
Source: City of La Quinta
October 15, 2004
Page 1 -2
I
City of La Quinta Section 1.0
t Master Drainage Plan
• 1.2.2 TOPOGRAPHY AND SOILS
The city terrain ranges in elevation from 20 feet below sea level to approximately 1,600 feet
above sea level (BSI, 1987). The city is located in an area known as the Salton Sink, which
consists of a gradually sloping plain extending from San Gorgonio Pass (11,485 feet above sea
level at Mt. Gorgonio) to the Salton Sea (240 feet below sea level). The Salton Sink was once
part of the Gulf of California but was separated from the Pacific Ocean by the delta created from
silt deposits by the Colorado River (Indio, 2004). Figure 1 -2 is a satellite photo of the Salton
Sink. _
• FIGURE 1 -2
r SATELLITE PHOTO:
SALTON SINK
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•
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City of La Quinta �(J Section 1.0
Master Drainage Plan
1.2.3 CLIMATE
The City of La Quinta is characterized by a warm, dry climate, largely due to the surrounding
mountains. Table 1 -1 summarizes climate information based on data from the Western Regional
Climate Center (WRCC).
TABLE 1 -1
CLIMATE SUMMARY:
ANNUAL AVERAGES
Average Max. Temperature, F
89.0
Average Min. Temperature F
58.1
Mean Annual Precipitation, in
3.12
Period of Record
December 1927 to March 2004
Gauge location
Indio Fire Station (044259)
Source: WRCC, 2004.
1.2.4 EXISTING POPULATION
La Quinta is'one of the California's fastest growing cities, starting with a population of about
5,200 at its incorporation in 1982 and growing to about 30,450 in 2004. The mean annual
increase in population is about 9 %, with an estimated_ project of 53,900 by 2025. The city
occupies approximately 24 square miles.
1.2.5 INFRASTRUCTURE
This study characterizes the overall drainage infrastructure by distinguishing between two
categories:
• Regional facilities which generally convey runoff from the surrounding waters to the
Whitewater River and are operated-and maintained by the Coachella Valley Water
District (CVWD); and
• On -site (local) facilities which generally convey runoff from local streets and lots'to the
regional facilities and are usually maintained by the City.
Existing infrastructure is characterized in Section 2. While regional facilities are discussed in
this Master Plan, the scope of this document focuses primarily on local facilities.
October 15, 2004
Page 1 -4
f
October 15, 2004
Page 1 -4
,1
City of La Quinta
Master Drainage Plan
Section, 2.0
SECTION 2.0
BASEMAP OF EXISTING FACILITIES
2.1 GENERAL INFORMATION
The basemap developed for the City of La Quinta consists of both general information as well as
locations of existing drainage facilities. General information includes the following:
• Aerial photo
• Topography
• Boundary, parcel and land use data
• FEMA flood zone data
2.1.1 AERIAL PHOTO AND TOPOGRAPHY
Aerial photography, provided by the City, was Eagle aerial with 1 -meter pixel resolution. Four -
foot topographic contours were generated from the United States Geological Survey (USGS)
National Elevation Dataset (NED) elevation model. The datum for horizontal adjustments and
positions was the North American Datum of 1983 (NAD 83). The datum for vertical adjustments
and elevations will be the North American Vertical Datum of 1988 (NAVD 88). All horizontal
values are published in the California Coordinate System 1983 (CCS83), Zone 6, State Plane
values in U.S. Survey Feet.
• ' 2.1.2 BOUNDARY, PARCEL AND LAND USE DATA
Boundary, parcel and land use data was provided by the City. Existing land uses are summarized
in Table 2 -1.
•
TABLE 2 -1
EXISTING LAND USES
0
Land Uses
Agricultural - Irrigated Farmland (1)
Parks (P)
Commercial — General (CC)
Residential — High Density (HDR)
Commercial — Mixed Retail (M /RC)
Residential — Medium -High Density (MHDR)
Commercial — Neighborhood (NC)
Residential — Medium Density (MDR)
Commercial — Proposed (CP)
Residential — Low Density (LDR)
Commercial — Village (VC)
Residential — Very Low Density (VLDR)
Golf Course (GC)
Waterbodies (W)
Open (0)
Town Center — Residential and Commercial (TC)
Open Space (OS)
Vacant
Source: City of La Quinta General Plan
A Land Use Map is included in Appendix A as Exhibit 2.
October 15, 2004
Page 2 -1
City of La Quinta Section 2.0
Master Drainage Plan l
• 2.1.3 FEMA FLOOD ZONE DATA
As part of the National Flood Insurance Program (NFIP), the Federal Emergency Management
Agency (FEMA) designates various flood zones to communities based on Flood Insurance Study
(FIS). Table 2 -2 summarizes the various flood zone designations for the City.
TABLE 2 -2
FEMA FLOOD ZONE DESIGNATIONS
Flood Zone
Description
A
Special Flood Hazard Areas Inundated by 100 -Year Flood:
• No base flood elevations determined
Special Flood Hazard Areas Inundated by 100 -Year Flood:
AO
• Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain)
• Average depths determined
Other Flood Areas:
• Areas of 500 -year flood
• Areas of 100 -year flood with average depths of less than 1 foot or with
X
drainage areas less than 1 square mile and
Areas protected by levees from 100 -year flood
Other Areas:
• Areas determined to be outside 500 -year flood plain
Source: FEMA, 1991
• FEMA Flood Zone Maps for the overall city and the Cove area are included in Appendix A as
Exhibits 3A and 3B respectively. Portions of the FEMA Flood Insurance Rate Map (FIRM) are
included in Appendix B.
2.2 DRAINAGE FACILITIES
As discussed in the previous section, this Master Plan distinguishes between two portions of the
drainage infrastructure:
• Regional facilities which generally convey runoff from the surrounding waters to the
Whitewater River and are operated and maintained by the Coachella Valley Water
District (CVWD); and
• On -site facilities which generally convey runoff from local streets and lots to the
regional facilities and are usually maintained by the City.
While regional facilities are discussed in this Master Plan, the scope of this document focuses
primarily on local facilities.
2.2.1 • REGIONAL FACILITIES
The main regional drainage facilities in the City of La Quinta are the La Quinta Evacuation
Channel and the Whitewater River Storm Channel (also known as the Coachella Valley Storm
Channel). The La Quinta. Evacuation Channel conveys stormwater in a northeasterly direction to
the Whitewater River Storm Channel, which drains in an easterly direction toward the City of
October 15, 2004 Page 2 -2
City of La Quinta ` Section 2.0
Master Drainage Plan '*7
• Indio. ;Figure 2 -1 shows an aerial photograph of the La Quinta Evacuation and Whitewater River
Storm Channels.
FIGURE 2 -1
MAIN REGIONAL FACILIITES:
AERIAL PHOTO
The Whitewater River is the main drainage course for the entire Coachella Valley from north of
Palm Springs to the Salton Sea and is part of the Colorado River Basin Region. Figure 2 -2
{ shows the' Whitewater River watershed. Figure 2 -3 shows a portion of the Whitewater River
Storm Channel through the city of La Quinta.
October 15, 2004
s
Page 2 -3
City of La Quinta
Master Drainage Plan
FIGURE 2 -2
WHITEWATER RIVER:
WATERSHED MAP
Section 2.0
Source: Riverside County Flood Control.& Water Conservation District, 2004.
FIGURE 2 -3
WHITEWATER RIVER STORM CHANNEL:
USGS MAP i
sr
Page 2 -4
1-111-1 6
C
30'
• i
I
Source: USGS
October 15, 2004
sr
Page 2 -4
City of La Quinta Section 2.0
Master Drainage Plan
Portions of the Whitewater River historically meandered, laterally migrating after subsequent
storms; however, flood protection efforts by the Coachella Valley Water District (CVWD) have
realigned, widened. and deepened the stormwater channel to resolve regional flood problems.
Downstream of the main inlet area above Palm Springs, the channel has a 500 -foot right-of-way.
y with a bottom widthiof approximately 260 feet. Bank protection along the channel ranges from
16 to 20 feet high, and the channel is about 50 miles long (CVWD, 2004).
..Other major regional facilities include the Bear Creek System, the La Quinta North Diversion,
the Oleander Reservoir, and the East La Quinta System. These are summarized in Table 2 -3
summarizes the major regional facilities for the City. These facilities as well as the La Quinta
Evacuation Channel and Whitewater Storm Channel are operated and maintained by CVWD.
TABLE 2 -3
OTHER MAJOR REGIONAL FACILITIES
{
•
Regional Facility
Description
Bear Creek System
Conveys the Standard Project Flood (SPF) from off -site areas west of
the city; flows northerly to the Oleander Reservoir
La Quinta North Diversion
Conveys the SPF from off -site areas from off -site mountain areas
northwest of the city; flows southerly to the Oleander Reservoir
Oleander Reservoir
Detention basin within existing golf course; detains off -site flows
East La Quinta System
Detains and conveys runoff from SPF; flows via 60" RCP to La Quinta
Evacuation Channel
Source: BSI, 1987
2.2.1 ' ON -SITE FACILITIES
On -site facilities were mapped based on storm drain plans provided by the City; in addition, a
number of catch basin inlets were field verified.. As previously discussed, these facilities convey"
stormwater to the regional facilities. These are shown on the Drainage Maps included in
Appendix A as Exhibits 4A and 4B.
October 15, 2004 Page 2 -5
City of La Quinta
Master &rainajee Plan
SECTION 3.0
ENGINEERING DESIGN CRITERIA
Section 3.0
This Master Plan effort includes the review of basic engineering design criteria for drainage and
flood control within the City of La Quinta. As part of this effort, both County criteria and
criteria from neighboring cities (within the Coachella Valley) were reviewed. The use of `high
confidence' levels vs. `expected' values was also considered. In addition, a discussion of water
quality permitting requirements is presented. This section summarizes the findings of the review
and recommendations for the City of La Quinta.
Engineering design criteria for the following municipalities was reviewed:
• Riverside County Flood Control and Water Conservation District (hereafter referred to as
`the County')
• City of Indio
• Cathedral City
• City of Palm Desert
• City of Rancho Mirage
These cities were considered representative of all those in. the Coachella Valley. Upon review, it
was found that all cities under consideration use County criteria for drainage and flood control
for local drainage facilities (the County and the Coachella Valley Water District (CVWD) are
responsible for regional drainage facilities), including those cities, such as La Quinta, which are
technically outside the boundaries of RCFCWCD. Therefore, Psomas recommends that the
following design criteria be used for the City of La Quinta.
3.1 COUNTY REQUIREMENTS (FOR PUBLIC PROJECTS)
The Riverside County Subdivision Ordinance (Number 460) has required protection of all new
developments from the 100 -year flood since 1955. The County recommends 100 -year protection
for all dwelling units, including those not covered under Ordinance No. 460. Specifically, the
County's minimum design requirements are as follows (taken from Plate A -2 of the County
Hydrology Manual):
• The 100 -year flood must be contained within street R/W limits;
• The 10 -year flood must be contained within street top of curbs (where the City allows use
of streets for flood control and drainage purposes); and
• A minimum of 1 foot of freeboard must be provided between street R/W line and any
dwelling unit building pad.
Ordinance No. 460 further contains the following additional requirements specific to tract
drainage, for land divisions where lot grading is not proposed:
• Where streets cross natural drainage courses, culverts must be provided which
accommodate the 100 -year flow and which allow a maximum ponding elevation of 2 feet
below the road centerline profile grade;
• The 10 -year event may be permitted to overtop the roadway in dip sections where the
City deems that topography, soil conditions, adjacent development and available all -
weather routes indicate feasibility;
October 15, 2004 Page 3 -1
City of La Quinta
Master Drainage Plan
Section 3.0
• In dip sections, culverts accommodating the 10 -year event (not less than 18 inches in
diameter or equal) must be provided;
• Where streets cross improved channels, culverts adequate to accommodate the channel
design flow must be provided;
• Asphalt concrete is not permitted for use as a channel liner; and
• When the natural flow of surface water onto adjacent property is substantially altered,
drainage facilities that direct the flow to an adequate outlet must be provided (or an
easement provided for drainage purposes).
12 CITY REQUIREMENTS (FOR PRIVATE PROJECTS)
In addition to the above requirements, the City of La Quinta has specific requirements that are
part of the City's Standard Conditions of Approval for drainage improvements.
• For projects that are part of a golf course community or other development where tract -
by -tract retention is unnecessary:
Stormwater handling shall conform with the approved hydrology and drainage report
for (the "Name" of the underlying development). Nuisance water shall be disposed of
in an approved manner.
• For parcel /single lots, or as needed if existing system does not exist:
Nuisance water shall be retained onsite and disposed of via an underground
percolation improvement approved by the City Engineer.
• • Standard drainage conditions for all other developments are as follows:
45. The applicant shall revise proposed retention basins to comply with the provisions of
Section 13.24.120 (Drainage), LQMC, Engineering Bulletin No. 97.03. More
specifically, stormwater falling on site during the 100 -year storm shall be retained within
the development, unless otherwise approved by the City Engineer. The tributary
drainage area shall extend to the centerline of adjacent public streets. The design storm
shall be either the 3 hour, 6 hour or 24 hour event producing the greatest total run off.
U
• If individual lot retention is approved:
46 The applicant shall meet the individual -lot retention provisions of Chapter
13.24.120 (Drainage), sub - section "K.", LQMC. Stormwater shall normally be
retained in common retention basin(s) as shown on the Tentative Parcel Map.
Individual lot basins or other retention concepts may be approved by the City
Engineer for lots 2 'h acres in size or larger or where the use of common retention is
determined by the City Engineer to be impracticable. If individual lot retention is
approved, the applicant shall meet all individual lot retention provisions of Chapter
13.24, LQMC.
47. In design of retention facilities, the maximum percolation rate shall be two inches
per hour. The percolation rate will be considered to be zero unless the applicant
provides site specific data indicating otherwise.
48. Nuisance water shall be retained on site. In residential developments, nuisance
water shall be disposed of in a trickling sand filter and leach field or equivalent
system approved by the City Engineer. The sand filter and leach field shall be
designed to contain surges of up to 3 gph/1,000 sq. ft. of landscape area, and
infiltrate S gpd/1,000 sq. ft.
October 15, 2004 Page 3 -2
City of La Quinta
Master Drainage Plan
• Discretionary where required:
49. The project shall be designed to accommodate purging and blowoff water
(through underground piping and /or retention facilities) from any on -site or adjacent
well sites granted or dedicated to the local water utility authority as a requirement for
development of this property.
50. No fence or wall shall be constructed around any retention basin unless
approved by the Community Development Director and the City Engineer.
51. For on -site common retention basins, retention depth shall be according to
Engineering Bulletin 97.03, and side slopes shall not exceed 3:1 and shall be planted
with maintenance free ground cover. For retention basins on individual lots,
retention depth shall not exceed two feet.
• Use as necessary:
52. Stormwater may not be retained in landscaped parkways or landscaped setback
lots. Only incidental storm water (precipitation which directly falls onto the setback)
will be permitted to be retained in the landscape setback areas. The perimeter
setback and parkway areas in the street right -of -way shall be shaped with berms and
mounds, pursuant to Section 9.100.040(B)(7), LQMC.
• Other requirements:
53. The design of the development shall not cause any increase in flood boundaries,
levels or frequencies in any area outside the development.
54. The development shall be graded to permit storm flow in excess of retention
capacity to flow out of the development through a designated overflow and into the
historic drainage relief route.
55. Storm drainage historically received from adjoining property shall be received
• and retained or passed through into the historic downstream drainage relief route.
Section 3.0
0 If an applicant proposes discharge directly into the Coachella Valley Stormwater
Channel (CVSC)
56. When an applicant proposes discharge of storm water directly, or indirectly, into
the Coachella Valley Stormwater Channel, the applicant shall indemnify the City
from the costs of any sampling and testing of the development's drainage discharge
which may be required under the City's NPDES Permit or other City- or area -wide
pollution prevention program, and for any other obligations and/or expenses which
may arise from such discharge. The indemnification shall be executed and furnished
to the City prior to the issuance of any grading, construction or building permit, and
shall be binding on all heirs, executors, administrators, assigns, and successors in
interest in the land within this tentative parcel map excepting there from those
portions required to be dedicated or deeded for public use. The form of the
indemnification shall be acceptable to the City Attorney. If such discharge is
approved for this development, the applicant shall make provisions in the final
development CC &Rs for meeting these potential obligations.
Per discussions with representatives at CVWD, CVWD does not allow additional direct
discharges to the Whitewater /Coachella Valley Stormwater Channel within the City of La
Quinta.
3.3 `HIGH CONFIDENCE' VS. `EXPECTED VALUE' LEVELS
• The `high confidence' level was originally developed in order to predict flows from fully
developed watersheds and represents an 85% confidence interval. In other words, by using the
October 15, 2004 Page 3 -3
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Master Drainage Plan
• `high confidence' level, on a regional basis, only 15% of flows would be under - predicted. The
`expected value' analysis, on the other hand, is a 50% confidence interval and is considered by
some agencies (such as the County of Orange) as a more appropriate value for the evaluation of
existing facilities. Still other agencies, such as the U.S. Army Corps of Engineers, utilize
`expected probability' results (a 60% to 70% confidence interval) for 10 -year through 100 -year
results. The Riverside County Flood Control and Water Conservation District, however, does
not differentiate between analysis for new and existing development; the `high confidence' level
is used for both.
As stated previously, the City of La Quinta is technically outside the jurisdiction of the
RCFCWCD. Therefore, the City may opt to use a different confidence interval for local
drainages. However, due to the nature of flooding in the Coachella Valley (i.e., characterized by
discrete, extreme events as opposed to continuous flow), the `high confidence' level is an
appropriate confidence interval and Psomas recommends its use for the development of the City
of La Quinta Master Drainage Plan.
3.4 RECOMMENDED REQUIREMENTS
Psomas recommends that the City of La Quinta utilize County requirements for all public
projects; additional requirements may be added for private projects, similar to the examples
given herein. Psomas further recommends the use of `high confidence' levels for design flows
and soil type and infiltration rate testing for projects that incorporate infiltration features.
• 3.5 WATER QUALITY PERMITTING REQUIREMENTS
The following is a summary of stormwater permitting requirements for New Development /
Redevelopment, Construction, and Municipal Agency activities for the City of La Quinta
governed by the Regional Water Quality Control'Board (RWQCB) in the Colorado River Basin
— Region 7. Appendix C includes Supplement `A' to the Riverside County Drainage Area
Management Plans, New Development Guidelines (Supplement `A').
3.5.1 NEW DEVELOPMENT / REDEVELOPMENT
New Development is considered construction on an undisturbed parcel. A Redevelopment project
is any project where major modifications to an existing site or structure requiring a permit are
undertaken. Routine maintenance, interior remodeling, re- roofing, and parking lot maintenance
are not included. In addition, a Redevelopment project is not to be confused with the projects
undertaken by the Redevelopment Agency.
3.5.1.1 Planning Review Procedures
Permittees are required to implement the following stormwater management measures during
planning, construction, and completion phases of a development project.
1. Permittees are required to present procedures for approval of grading, building, and
• similar permits modified including Best Management Practices (BMPs) listed in the
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City of La Quinta �(P Section 3.0
Master Drainage Plan
New Development Guidelines, otherwise known as Supplement `A' and attached to
this memo. Supplement `A' satisfies the requirements of BMP R15 and comprises
the single largest component of the new development and redevelopment program
element.
2. Permittees are required to make information from Supplement `A' available to
applicants for development as early in permitting process as possible.
3. Permittees will develop implementation procedures for New Development BMP
guidelines, including training and education for employees who will implement
Supplement `A' information.
4. Implementing staff will notify the applicant at the earliest possible opportunity if
there is a known water quality problem that might affect the proposed development.
5. Permittees will include educational outreach on the above stated guidelines including
Supplement `A' to architects, engineers and other land development personnel.
6. Permittees will adopt and implement the development and approval review
procedures outlined in Supplement `A,' as described.
3.5.1.2 General Conditions (To Be Applied by Municipalities)
For discretionary actions that include a precise plan of development:
• Prior to issuance of building permits, the permit applicant shall include in its
development plans for approval by the County /City official(s) water quality
• management controls by specifically identifying BMPs that will be used onsite to
control predictable pollutant runoff.
• The permit applicant shall identify the structural and non - structural measures
specified in this Supplement or other equally effective standard detailing
implementation of BMPs whenever they are applicable to the project; the assignment
of long -term maintenance responsibilities; and shall reference the location of
structural BMPs.
For Subdivisions of Land:
• Applicant shall identify and include in its plans those routine structural and non-
structural BMPs outlined in Supplement `A' or other equally effective standard for
approval of County /City official(s).
3.5.1.3 Special Conditions
Special conditions are as follows:
• Prior to issuance of certificates for building use and occupancy or building permits
for individual tenant improvements or construction permits for a tank or pipeline,
uses shall be identified and, for special uses (where the proposed improvements will
store, generate, or handle hazardous materials in quantities that will require
permitting and inspections once operational), the applicant shall propose plans and
• measures for chemical management (including, but not limited to, storage, emergency
October 15, 2004 Page 3 -5
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response, employee training, spill contingencies and disposal) to the satisfaction of
the County /City building official(s).
• Chemical management plans shall be approved by the County /City and other
appropriate agencies such as County /City Fire Department, the Health Services
Agency's Department of Environmental Health, and sewer and/or water agencies to
ensure implementation of each agency's respective requirements. Approval by the
appropriate agencies shall be furnished to the Building and Safety Department, prior
to the issuance of any certificates of use and/or occupancy.
• Certificates or permits may be ministerially withheld if features needed to properly
manage chemicals cannot be incorporated into a previously completed building,
center, or complex.
• A list of specified uses and occupancies of concern should be developed by each
jurisdiction according to their needs.
3.5.1.4 - Educational Program for Developers and Contractors
An Educational program will contain legal, administrative, and technical information needed to
acquaint developers and contractors with the National Pollutant Discharge Elimination System
(NPDES) program.
3.5.2 CONSTRUCTION ACTIVITIES
3.5.2.1 Public Works Projects
0 Permittees must notify the RWQCB of any public works construction projects that
would normally require coverage under the State Water Resources Control Board
(SWRCB) Construction Activity Permit (General Construction Permit).
• Permittees must develop and implement Storm Water Pollution Prevention Plans
(SWPPPs) for construction activities that exceed five acres of disturbed soil.
Following this process, the Permittees are not required to submit a NOI to the
SWRCB; however, public works construction monitoring includes site inspections
before anticipated storm events and after actual storm events to verify SWPPP
implementation.
3.5.2.2 Non- Public Works Projects (Private Sector)
• Permittees will inform contractors, operators, and agency staff about upcoming
educational and training workshops on construction site erosion control and
construction materials management sponsored by a professional organizations and
public agencies. Materials are to be made available at the public counter and staff
bulletin boards, as appropriate.
• Permittees are to review legal description of Part 1 Permit Application and existing
grading and erosion control ordinances, if any, to determine the adequacy of existing
controls for construction site erosion, sedimentation, and construction material
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City of La Quinta Section 3.0
Master Drainage Plan
pollutants (i.e. paints, masonry wastes, etc.). The evaluation should also include an
assessment of enforcement actions.
• Permittees will establish a model construction site control ordinance for potential
future adoption by the co- applicants in Riverside County. The ordinance will require
control of pollutants from construction sites including erosion and construction
material.
• Permittees must verify that applicants have filed a NOI prior to the issuance of a
grading permit for projects that require coverage under the General Construction
Permit.
3.5.2.3 Public and Private Sector Projects
Permittees will include education on the New Development Guidelines, or
Supplement `A,' in outreach to architects, engineers and other land development
personnel.
• In addition, permittees will identify priorities for inspecting sites and enforcing
control measures for construction projects that disturb greater than 5 acres (Phase 1
requirements), between 1 and 5 acres (Phase II requirements), and sites disturbing
less than 1 acre.
3.5.2.4 ' Training
• Permittees will develop and provide informational and appropriate training sessions
that can be provided to staff who conduct construction site inspections. Topics will
cover Phase 1 and Phase II regulations, SWPPP preparation, and site inspection
criteria and priorities.
• Permittees will describe workshops and efforts to publicize them to target audience.
• Permittees will describe educational materials developed in support of Supplement
4A.1
• Permittees will confirm that existing ordinances adequately address Phase I and Phase
H requirements.
• Permittees will confirm compliance with Supplement `A.'
• Permittees will list priorities, develop implementation schedule for inspections.
Conduct site inspections within existing building/grading inspection framework based
on priorities.
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Page 3 -7
City of La Quinta
Master Drainage Plan
3.5.3 MUNICIPAL AGENCY ACTIVITIES
Section 3.0
Permittees will coordinate with other watershed stakeholders (e.g., Caltrans and the Bureau of
Indian Affairs).
3.5.3.1 Sewage Systems
• Municipalities are to follow sewage response plans to prevent unintentional sewage
spills from entering the municipal storm drain system. The sewage response plan
includes procedures for notifying the RWQCB and other appropriate agencies,
containing and cleaning up the spill.
• Permittees are to review and revise, if necessary, and implement sewage spill
response plans.
3:5.3.2 Municipal Facilities and Operators
• Permittees are required to conduct employee training in both stormwater and non -
stormwater BMPs related to municipal facilities and operations.
• Permttees are directed to identify storm sewer systems which drain areas where fleet
vehicles are stored and maintained and determine drainage paths for runoff to the
storm drain system. In accordance with this requirement, permittees must develop a
• work plan to be submitted to the RWQCB.
• Permittees are to prepare a model pollution prevention plan for maintenance areas for
implementation.
• Permittees are to incorporate BMPs from Supplement `A' on new maintenance and
materials storage areas, where applicable.
• Permittees will continue to rely primarily on staff training and education to minimize
pollutant discharge from publicly maintained landscaped areas such as parks,
medians, and civic center areas. However, the permittees will adopt a BMP to
reinforce state regulations for pesticide use.
3.5.3.3 Streets and Roads
• Requires municipal employee training specifically designed to educate staff on
pavement maintenance, repair, and cleaning.
• Requires municipalities to contract a service provider for sweeping major streets,
catch basin clean-out services, and sweep collector streets at regular intervals.
3.5.3.4 Storm Drain Systems
• Requires inspections, cleaning of retention/detention basins, debris basins, open
channels, drain inlets, and catch basins. Report improper discharges to storm
• drainage system.
October 15, 2004 Page 3 -8
City of La Quinta
Master Draina 2e Plan
• 3.5.3.5 Training
Section 3.0
• Permittees will conduct comprehensive training sessions that focus on all aspects of
municipal facilities and roadway operations for public works staff in the form of
annual refresher workshops.
3.5.3.6 Reporting / bocumentation
Permittees .will accomplish evaluation and assessment of BMP performance and compliance
through the following reporting and documentation activities:
•
Permittees with jurisdiction over a wastewater collection system to confirm the
sewage spill response plans are developed and current.
•
Permittees will show compliance by ensuring that vehicle maintenance and material
storage yards develop and maintain a pollution prevention plan.
•
Permittees will show compliance by listing vehicle maintenance and materials storage
areas and indicating sections that have been implemented.
•
Permittees will continue the use of existing data collection forms. Permittees will
quantify the percentage of landscape maintenance personnel that have received
training/outreach. Permittees will document any other staff training activities.
•
Permittees will provide a list of personnel for pesticide application and verify
•
certification.
•
Permittees will show compliance of BMPs by providing copy of a BMP fact sheet. .
•
Permittee will verify specifications included in applicable contracts.
•
. Permittees will verify that stencils are maintained on all inlets.
•
Permittees will monitor statewide Phase I and Phase H municipal program activities
and participate in evaluation of activities.
•
Permittees will describe maintenance activities.
•
October 15, 2004 Page 3 -9
City of La Quinta
Master Drainage Plan
•t SECTION 4.0
DRAINAGE EVALUATION AND ANALYSIS
Section 4.0
Based on the City's 1991 Flood Insurance Rate Map (FIRM), certain areas of La Quinta are
within FEMA Flood Hazard Zones, particularly the northeast area of the `Cove.' One of the
- . main purposes of the Master Drainage Plan was to resolve this by accomplishing the following:
• reviewing existing on -site public facilities
• identifying hydraulic deficiencies
• ' determining potential improvements to limit flood hazard areas
• establishing prioritization as well as cost estimates for recommended projects.
After a review of both on -site facilities and background data for the 1991 FIRM, it .was
determined that much of the City's flood hazard areas could be reduced by submitting a request
to FEMA for a Letter of Map Revision (LOMR). This request for a LOMR, submitted on May
24, 2004, is included in Appendix D and is summarized in Section 4.1.
Additionally, percolation testing done as part of this scope and is summarized in Section 4.2.
4.1 FEMA ANALYSIS
The City's 1991 FIRM was based on a flood plain analysis conducted in 1990, which concluded
that a substantial part of the downtown area northeast of the Cove was designated as Flood Zone
• AO, or having 100 -year flood depths between 1 to 3 feet (usually sheet flow on sloping terrain).
Figure 4 -1 shows a portion of the 1991 FIRM.
FIGURE 4 -1
LA QUINTA FLOOD ZONES:,
,,. 1991 FIRM PANEL
• I- Source: FEMA
October 15, 2004 Page 4 -1
•
City of La Quinta
Master Drainage Plan
Section 4.0
Since those analyses were conducted, the City has constructed a number of facilities to intercept
major portion of the area contributing to the flood hazard. These improvements include the
following:
• On -site retention basins to minimize flooding south of the La Quinta Evacuation
Channel between Eisenhower Drive and Rondo Street
• Storm drains along Calle Madrid, Colima, Nogales, Sonora and Sinaloa to divert runoff
into retention basins (incorporated in the Tradition Golf Course) which ultimately drain
to the La Quinta Evacuation Channel.
As part of the Master Drainage Plan, the 1990 FEMA analyses were re- evaluated to determine
the potential reduction in flood hazard due to these drainage improvements.
4. 1.1 METHODOLOGY
The 1990 analyses were based on a hydraulic model called HEC -2 which was developed by the
United States Army Corps of Engineers (USACE) Hydrologic Engineering Center (HEC). HEC -
2 is a 1- dimensional, fixed -bed, steady- state, open channel model that has since been supplanted
by the River Analysis System (RAS) known as HEC -RAS. Consistent with FEMA guidelines
and methodology, flood plain analyses were conducted in two steps:
• .Creating a HEC -RAS model that was calibrated to reproduce the same results from the
1990 HEC -2 model
• Update the HEC -RAS model based on reduced ' flows resulting from the drainage
improvements
By intercepting and diverting flows to retention basins (and ultimately to the La Quinta
Evacuation Channel), the- drainage improvements reduce the area contributing to the flood
hazard. Therefore updated flows were calculated by proportionally reducing the 1990 flows
based on the reduction in tributary area.
4.1.2 RESULTS
As a result of updating the flows based on reduced tributary area, the updated HEC -RAS model
calculated lower water surface elevations than the 1990 HEC -2 model, with 100 -year flood
depths generally less than one foot. The new maximum 100 -year flood depth was approximately
1.2 feet, located at the intersection of Avenue 52 and Calle Rondo. An updated flood plain map
is included as part of the LOMA submittal in Appendix D; a portion of it is shown in Figure 4 -2.
As shown on the updated, flood plain map and Figure 4 -3, a small area downstream of Calle
Rondo and south of Avenue 52 (cross section 148 +50) remains designated as Zone AO.
However, the majority of the upstream area, south of the La Quinta Evacuation Channel between
Eisenhower Street and Calle Rondo should now be designated Zone X; this is shown in Figure 4-
4.
October 15, 2004 Page 4 -2
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City of La Quinta Section 4.0
Master Drainage Plan
FIGURE 4 -2
UPDATED FLOOD PLAIN ANALYSIS:
ZONE X
4.1.3 RECOMMENDATIONS
Based on the findings of the updated flood plain analysis, it is recommended that the City ofILa
Quinta request FEMA for a LOMA to change flood hazard designation for the area upstream of
Calle Rondo to Zone X. As previously mentioned, this request for a LOMA was submitted in
May 2004 and is included in Appendix D.
4.2 PERCOLATION TESTING "
4.2.1 OVERVIEW
Like other cities within the Coachella Valley, the City of La Quinta utilizes detention and
retention` basins to temporarily contain runoff from sources such as stormwater and landscape
irrigation, allowing such surface flows to either evaporate or percolate into the subsurface. The
City requires new developments to provide sufficiently sized basins to manage 'these surface
water flows. As such, percolation tests were conducted to determine infiltration rates expected
for areas within the City. This section presents only a summary of these tests. More detailed
information is presented in .the Percolation Testing Technical Memorandum (dated September
22, 2004), which is included in Appendix E.
October 15, 2004
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City of La Quinta
Master Drainaee Plan
• 4.2.2 STUDY METHODS AND RESULTS
•
Section 4.0
Percolation tests were conducted at four different sites. These locations are summarized in Table
4 -l.
TABLE 4 -1
PERCOLATION TEST LOCATIONS
Type
Location
Test Method
Effective
Porosity
( %)
Hideaway residential development —
Large diameter infiltrometer test
Unsaturated
Hideaway — north
Sandy Loam
2.9
north side
2.0
1.0
Hideaway residential development —
Large diameter infiltrometer test
Unsaturated
14
5.3
2.7
south side
Sandy Loam
Unsaturated
Andalusia residential development
I Large diameter infiltrometer test
Saturated
Existing retention basin site
Slug-test
Source: GeoPentech, September 2004
Results of the testing are summarized in Table 4 -2.
TABLE 4 -2
PERCOLATION TF,ST RRSTILTS
Test Site
Soil Type
Downward
Flow Rate
( ft/day)
Effective
Porosity
( %)
Vertical Hydraulic
Conductivit
( ft/day)
(in/hr).
Hideaway — north
Sandy Loam
2.9
14
2.0
1.0
Hideaway — south
Fine Sand
7.9
14
5.3
2.7
Andalusia
Sandy Loam
1.3
12
1 0.63
0.32
Wet Basin — Test 1
Loamy Sand
n/a
n/a
3.2
1.6
Wet Basin — Test 2
Loamy Sand
n/a
n/a
2.0
1.0
Source: GeoPentech, September 2004
4.2.3 CONCLUSIONS AND RECOMMENDATIONS
It is recommended that new developments utilize a vertical hydraulic conductivity value, i.e.
infiltration rate, of 0.6 ft/day (0.3 in/hour) along with other appropriate design criteria to
adequately size retention basins.
If a development were to include a retention basin based on an infiltration rate higher than 0.6
ft/day, it is recommended that additional large- diameter infiltrometer tests be conducted at the
proposed retention basin sites. Such tests should account for divergence of flow in the soil due
to lateral unsaturated flow consistent with the test procedures described in Appendix E.
It is also recommended that subsurface explorations be conducted to identify the possible
presence of low permeability layers at depths that could limit or impede the percolation of
captured surface flows. Infiltration rates are expected to decrease with time due to clogging of
• the surface soils; as such, it is recommended that a management plan be prepared for each
retention basin to maintain the maximum percolation rates possible.
October 15, 2004 Page 4 -5
City of La Quinta
Master Drainage Plan
SECTION 5.0
CONCLUSIONS & RECOMMENDATIONS
5.1 CONCLUSIONS
Section 5.0
Base maps, included in Appendix A, have been compiled for the City of La Quinta including
information such as
• Aerial orthophotography
• Topographic contours
• Boundary and parcel data
• Land use / zoning data
• FEMA flood zone data
Base maps include mapping of storm drains, storm drain manholes and catch basins based on
plans provided by the City. Maps also incorporate field verification efforts to locate catch
basins.. Electronic versions of the inventory are stored in AutoCAD and GIS format.
The consideration of engineering design criteria included
• A review of County and City requirements
• A discussion of `High Confidence' vs. `Expected Value' levels
• Water quality permitting requirements as part of New Development, Redevelopment,
Construction and Municipal Agency activities
• A review of on -site facilities and background data for the 1991 FEMA Federal Insurance Rate
Map (FIRM) determined that the City's flood hazard areas could be reduced by requesting a
Letter of Map Revision (LOMR). The LOMR request as well as updated hydraulic analyses
were submitted to FEMA "in May 2004 and are currently being reviewed; this is included in
Appendix D. Based on this LOMR request to reduce flood hazard areas, no capital improvement
projects are recommended at this time.
•
Based on percolation tests conducted as part of this scope, it is recommended that design of
future retention basins consider, among other design criteria, an infiltration rate of 0.6 ft/day (0.3
in/hr). Designs based on infiltration rates higher than 0.6 ft/day should be confirmed by
additional percolation tests consistent with procedures outlined in Appendix E.
5.2 FUNDING MECHANISMS FOR FURTHER RECOMMENDATIONS
While no capital improvement projects are recommended at this time, the City may identify
potential projects in the future. For example, the City may identify nuisance flooding areas with
varying degrees of priority. This section describes the financing alternatives for future potential
capital improvements beyond the scope of this Master Drainage Plan. It describes potential
sources of funds for projects but does not address the amount of funds the City could raise or the
repayment impacts.
October 15, 2004 Page 5 -]
City of La Quinta
Master Drainaee Plan
• 521 FEDERAL PROGRAMS
Section 5.0
5.2.1.1 U.S. Department of Agriculture, NRCS Small Watershed Flood Control Program
The Natural Resource Conservation Service (NRCS) Small Watershed Flood Control Program
assists local organizations in conducting watershed surveys and investigations, and in planning
and installing structural . and land treatment measures for watershed protection and flood
prevention. The flood control purpose of the program has been used extensively in California to
help local communities address flooding problems. Most flood control detention basins and
channels were built with the primary purpose of flood control and are being operated and
maintained by local flood control districts, most of whom have adequate resources for this
responsibility. Approximately $88 million is available under this program.
5.2.2 STATE PROGRAMS
5.2.2.1 Integrated Regional Water Management Grant Program (Prop 50), SWRCB
Under the State Water Resources Control Board ( SWRCB), the Integrated Regional Water
Management (IRWM) Grant Program (Proposition 50) is currently in the public comment
period, with an RFP anticipated later this fall. The following opportunities are available:
• Planning Grant Program: Provides $10 million for planning grants that foster
development or completion of IRWM Plans, to enhance regional planning efforts, and to
assist more applicants to become eligible for Implementation Grant Funding.
• Implementation Grant Program: Provides $150 million for projects that protect
communities from drought, protect or improve water quality, improve local water
security by reducing dependence on imported water and include at least one of the
specified projects detailed in the application guidelines. Projects must be an
implementation measure of an adopted IRWM Plan, and proposals must be submitted by
a regional agency or regional group, as long at least one of the members is a public
agency or non - profit entity. This is to encourage integrated regional strategies for
management of water resources and promote a new model for water management.
5.2.2.2 Agricultural Drainage Loan Program, SWRCB
The Agricultural Drainage Loan Program was created by the Water Conservation and Water
Quality Bond Act of 1986 to address treatment, storage, conveyance, or disposal of agricultural
drainage water that threatens waters of the State. This program provides loans with a funding cap
of $20 million for implementation projects and $100,000 for feasibility studies. Loan repayments
are for a period of up to 20 years. Applications are currently being accepted.
5.2.2.3 I -Bank Infrastructure State Revolving Fund Loan Program, CTTCA
Under the California Technology, Trade and Commerce Agency ( CTTCA), the Infrastructure
State Revolving Fund Loan Program provides loans from $250,000 to $10 million with terms up
to 30 years for any of the following types of projects: City streets, County highways, State
• highways, Drainage, Water supply and flood control, Educational facilities, Environmental
October 15, 2004 Page 5 -2
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City of La Quinta Section 5.0
Master Drainage Plan ,
mitigation measures, Parks and recreational facilities, Port facilities, Public transit, Sewage
collection and treatment, Solid waste collection and disposal, Water treatment and distribution,
Defense conversion, Public safety facilities, and Power and communications facilities.
Applications are currently being accepted to be placed on a priority list.
5.2.3 LOAN FINANCING PROGRAMS
Most of the commonly used sources of funds for drainage facilities that do not rely on user
charges involve special districts. The interest rates on these sources of debt financing are not
subsidized, as are some of the state and federal loans, and will vary with market conditions and
the time of the sale. For the last several years, these rates have been in the range of 5 1/2 to 7
percent. Along with par -as- you -go financing, several special districts are described below.
5.2.3.1 Pay -as- you -go
Under a pay -as- you -go approach, revenues from impact fees would generate funding for
construction. Impact fees would be collected and deposited in a special fund until enough money
accumulates to begin a construction project. The size of the construction outlay may make pay -
as- you -go a difficult approach or, at a minimum, require project phasing and supplementary
funding from other sources. A drainage fee per acre (developer impact fee) could be established
for new development or redevelopment projects for this purpose. The impact fee amount would
be regulated by Section 66000 of the California Government Code, which governs impact fees
relative to not being more than the costs that can be attributed to each new user.
5.2.3.2 Assessment Districts
Assessment Districts formed under the conventional statutes (Improvement Acts of 1911,
Municipal Improvement Act of 1913, and the Improvement Bond Act of 1915) provide some of
less costly financing available because of the real estate security. Assessment districts do not
require a vote, but do require notice and a protest at a required hearing by more than 50 percent
of the property owners within the proposed district can stop the proceedings. Assessment
districts can be initiated by a petition of property owners or by City Council action. Only
improvements that provide a special benefit to properties can be assessed to a property.
Improvements that provide a general regional benefit to property outside the district would not
be eligible to include in an assessment district or would have to be funded by contributions
outside the assessment district.
5.2.3.3 Community Facilities (Mello -Roos) Districts
The Mello -Roos Community Facilities Act of 1982 authorized cities, counties and special
districts to form a community facilities district to finance the construction, improvement,
purchase or operation of public facilities that benefit a defined service area. Two or more
governmental agencies may form jointly finance facilities through a CFD and joint financing
agreements. The CFD may authorize and issue bonds if approved by two - thirds of the voters
within the district. Bonds would be repaid through special tax assessments, but the assessment
October 15, 2004 Page 5 -3
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City of La Quinta Section 5.0
Master Drainage Plan
methodology is more flexible and does not have to be strictly based on benefit derived from the
public facilities as with an assessment district.
October 15, 2004 Page 5 -4
City of La Quinta
Master Drainage Plan
• SECTION 6.0
LIMITATIONS
Section 6.0
This Master Drainage Plan has been prepared utilizing storm drain plans and drainage reports
provided by the City of La Quinta. As no independent validation of these plans and reports
occurred has part of this scope, Psomas shall not be held responsible for their results.
The hydraulic analyses presented herein have been prepared in accordance with guidelines
established by the United States Army Corps of Engineers (USACE) Hydrologic Engineering
Center. (HEC), Federal Emergency Management Agency. (FEMA) and the Riverside County
Flood Control and Water Conservation District (RCFC &WCD). Evaluation of the
appropriateness of these guidelines and the accuracy of FEMA data are beyond the scope of this
work. HEC -RAS is a one - dimensional, fixed -bed, steady -state hydraulics model. Hydraulic
results presented herein are limited to assumptions inherent in the model.
This document has been prepared at a level of detail appropriate for the scope of work. The
methodology employed in these analyses was selected to characterize existing drainage
infrastructure and identify current deficiencies to reduce flood hazard areas within the City.
Further detailed analysis may be necessary for further stages of the project.
The use of this document is limited to addressing the purpose and scope previously defined by
the City of La Quinta. The analyses presented in this document are not intended to be used for
• detailed design. Psomas shall not be held responsible for any unauthorized application of this,
report and the contents herein.
The opinions presented in this report have been derived in accordance with current standards of
civil engineering practice No other warranty is expressed or implied.
October 15, 2004 Page 6 -1
City of La Quinta
Master Drainage Plan
Section 70
SECTION 7.0
REFERENCES
BSI Consultants (June, 1987). Master Plan of Drainage Report for the City of La Quinta.
City of La Quinta (2004). City of La Quinta Home Page. Website url: http: / /www.la-
uinta.or
Coachella Valley Water District (CVWD). Website url: http: / /www.cvwd.org/water &cv.htm
Federal Emergency Management Agency (FEMA) (August, 1991). Flood Insurance Rate Map
(FIRM) for City of La .Quinta, California, Riverside County, Panel 5 of 10. Community -
Panel Number 060709 0005 B.
Key to the City. Website url: http: / /www.i)e. net /- rksnow /cacountylaquinta.htm #statistics
San Diego State University (March, 1994). LANDSAT Thematic Mapper false -color image of
the Salton trough region of California (Scene ID 50203- 17462), acquisition date 20 Sept
1984
Riverside County Flood Control and Water Conservation District (1977). Hydrology Manual.
Riverside County Flood'Control and Water Conservation District (2004). Website url:
http: / /www.floodcontrol.co. riverside. ca. us /stormwater /content/whitewaterws.htm
Western Regional Climate Center (March, 2004). Climate Summary for Indio Fire Station
(044259). Website url: http:// www. wrcc. dri. edu /cgi- bin/cliMAIN.pl ?caindi +sca
Page 7 -1
• Exhibit 1 A:
• Exhibit 1 B:
• Exhibit 2:
• Exhibit 3A:
• Exhibit 3B:
• Exhibit 4A:
• Exhibit 413:
APPENDIX A
EXHIBITS:
General Base Map — Overall
General Base Map — Cove Area
_and Use Map — Overall
FEMA Flood Zone Map — Overall
FEMA Flood Zone Map — Cove Area
Drainage Map — Overall
Drainage Map — Cove Area
i
APPENDIX B
Portions of FEMA Flood Insurance Rate Map (FIRM)
for City of La Quinta
August 19, 1991
1
f
t••
i
f
• APPROXIMATE
.•, 0 1000
�ft
NATIONAL FLOOD INSURANCE PROGRAM
aS bra m it ? S GM��u s U.,g� t II
;tc.. bi swv�'„ 3.� •Y erc ,N, i- S�'.Q`'�+ tts� .'�• d' ' tc+:t
MI
.,� >�- „� J ..rin f+ k^ r r •�'f �'f � � - ie���.,si+: �-'::L 'c�' .vJ.a k f�i
��� �' � `�` 5 � U . +k�3 ",�- .Y3,`.�' .. �s. 'i�, p µ��'S. +:n ui rrt �,�.. � � M A'. s �E• ��,.,i^ i� „�2, t FIRM'
,y. •+ „.5� ar �.}"kt i ' 'Lf..-,.�,.�A •�:hx4^� . � 3 �^` %�.a �i.�. a4�,c"Yt - ���a.�.��
�v'4.i��. ,'Ek.,,i -i ? s`4i'; - c'��s7i S`'� 8 r` u'” �v�" ±� T ?�•� ?�''?* -'^•_ 5�
:..��k,, -':y� x#� f�_ ,
+� fir• - •^'. . � f may, 1 t: i, , , 3. f'i 8 ➢ ?f.:
�.'• -, k�r}%3` +;' i•Aaa� ..�,y _ ��a^ - 1 '� ' . �r}eat±� -• „}W; _.°YI � -%-' r?e��tr�~;�` G,n�� '°B- '1�- ,����,
r ��y - -,y,. ,,..i• .:t$FY -� .. _,,+ .¢ +-` / s a-cY- y.:."'3E;,.t�i�'. ° " *.,�” : kT" vra • ''� -"•' •i' .�?u.. ..s �..,., �. cat L. r q r_� ..R A ' INSURANCE RATE :�;
�i:� -•2.. "��'�' ^7 :?f ^ "•L. r 1�:�•'. -•m y '�.,�," ,•F�; "T"';>'i - �c � •�rY ;:•:� s .�f<':h;::-�'- �.`�°' FLOOD �
�,`,,' �. •�mt'k''ks'�Mz�,`,.-��.?�' -. - .�., ....d ;;b , L:• �," 5,;`. � G."-
35: �•"�-`^ .'F'- 'b•,':�'yk._,,•:,it ..5g`g t�brmj x +•?shs -"a•:m. a.=' o .1r 'i "��a_ -L�•; •.; 9C.8•.``•,x: -•'
�4E ^: fig 11•. �.� - ,oTycn-�T
g` • _3 ���.a'i; ?i a, , _,a,eY - _ ^:� .k"- ,� =- ...�,� ,t �� - -. ti }3_�en•`':. .,ty k 'e._. ��''^+?'e,�
� xEEi�� ,•ro ��i" ;i�? :�k ,,�.::a,.3'x� F�jiC,Ft�1:-.�' ;-. ,`�, ;;.a,�.. .�.,,,��"t�. '��s3t .�`�'.fit:�a���:� .."r�s4.,. �.4
;easy y .Ks�`N,,•,3, �y„�Yxv,. L. .��,."'e9 , -r.;qe "'.. . a a....e_$.. as"�,C_. .s
Y1uan ��.. n�f: 'v�:4 _ ^•� r�7�, ' •��„r3.:,��
o �p�' �u.•'�.���..F3;$�� - `ar��l'r� T`!1 - .�j. 'x,� d. . r c.�. _
^ T� V ..S• -.,� � ���`.. �"�• [ . `��'L ;l�E.f �%` 1's:$ 3•�7�'�..w•' ". i� " � ks� ,'�yjlJ.� 3 , - d�t�•'�''�`,� ��FC'� ''''J LI ys�: �j`C
'fix: a.�* �G� .��_ -��a - �J.-w* '�7 `�F'+R"`4Y�.,,Fr �` '�- .�:'S'D d2• •ro. �'�; °�x� �'S �m �. C.,�., ��
!� ��r�m�''.<+�i •` vi. U k :$ ••'��`d"`•,�•„� _ :s; ".' y � F�J.�,�, -. ..:;?�".:�ry i. � � y'�_: y�- :},yak?• � •
,.
L�
$fig , '•-.� :s, [
LA QUINTA
�•• `'j,m
�
F i :
�
LA JARITA
i I • e�Re�••+W G:'s .,X.; ii M b � a - _1 D • &'"'�. �- .. �,F l
RIVERSIDE COUNTY
4, 1Ru
a �I
�
t
OF 1.
(SEE MAP INDEX FOR PANELS NOT PRINTED)
4v , ti:Y) . �� �� • :�S 8'�: j�Y,.nrb5 � . Sr:.
• PANEL LOCATION
I S
COMMUNITY-PANEL
Eu
060709 0005 B
Emu
WillC •
k MAP REVISED:
AUGUST 19, 1991'
_ 7 • • ,� 99 � � �Z� Jt
i Emergency Management
IN loin 0
• :Y i -
S.
a;.ti
io a erfical Datum of 1929
� i �:�,,. the Natnal Geodetic V 1,
NOTES z
a 111 s2t�� ys 3 �. s1 {Yx R VIA. - 'T is map is for use in administering the National Flood Insurance
ti " •� "' .flie r, Y TRANOUIL0 Rogram; it does not necessarily identify all areas subject to flooding, '
APPROXIMATE SCALE IN FEET.'
pprticularly from local drainage sources ofsmallsiie ,or all planimetric
fdaturesoutsideSpecial Flood HazardAreas. " 1000 0 1000 `
.. _ rw•a��'r�.- ,.�,rit�� �.v' t�M�.t%3�°5�} xW�� � `,�rf =� . ,} - �'
Z0 N-E X , , : 1,, ifs k a n r y r Areas of special flood hazard (100 -year flood) include Zones A, A1.30,
At, AH, A0, A99, V, V1 -30 AND VE.
a t r -
fi n g,v
s + Certain areas not in Special Flood Hazard Areas may be protected by '
u 1 flgod control Structures.
Boundaries of the floodways wvdre computed at cross sections and
interpolated between cross sections. The floodways were based on
'• t a 1 F.r +'i �" "' hydraulic considerations with regard to requirements of the Federal I��IIIIIIIIII
��.NATIONAL FLOOD INSURANCE PROGRAM
Emergency Management Agency.
Floodway widths in some areas may be too narrow to show to scale.
Flloodway widths are provided in the Flood Insurance Study Report. ,
Coastal base flood elevations apply only landward of the shoreline.
F IN
` I I gl�a�fh�gre t ` J
;mot:
�. a � _ For adjoining map panels see separately printed Map Index FLOOD INSURANCE RATE MAP
a . � •
.;. _
,f MAP REPOSITORY. - •
° City of Engineering Department ;
, f k. 78 -105 Calle Estado, .. ,
La Quinta, California 92253. CITY OF ,
3 j (Maps available for reference only, not for distribution) {
14 r is INITIAL LNE19,198 CATION: �AL� ®�lelYA
JUNE 19, 1985
FLOOD HAZARD BOUNDARY MAP REVISIONS: RIVERSIDE COUNTY: I
La Quinta Evacuation Channel `
•
if _ FLOOD INSURANCE RATE MAP EFFECTIVE: `
JUNE 19, 1985
• ° FLOOD INSURANCE RATE MAP REVISIONS: PANEL 5 OF 10
• - ti# Map revised August 19,1991 to change zone'designations, to change ,(SEE MAP INDEX FOR PANELS NOT PRINTED)
special flood hazard areas, to add special flood hazard areas, to delete,
special flood hazard areas, to change floodway, to update map format
` anq to update cofporate limits.
0.
100 YEAR FLOOD Q
CONTA)NED IN CHANNEL• - D to "k
e.
ITI .,PANEL LOCATION ~�
"COMMUNITY- PANEL NUMBER
r - 060709 0005 0
r Td determine if flood insurance is available, contact an insurance I -
t aj; nt,or call the National Flood Insurance Program at (800) -
- - s 63 6620. ; a ` _ _ M,- MAP REVISEQ:,
'AUGUST 19, 1991 •
- - ei - -� • -.+T Fes.+, - - - " - . t __` _ -. ._ .. - i ., � _ � • Y v{ �, W. „� Y. '• - _' +t_',
*
APPROXIMATE SCALE IN'FEET ` + o o � 1 • .' .• I .
r , a
s AVENUE 1. "` i000 0' - l000 Federal Emergency Management 'Agency t '
uj
0—, , + t , ` - • t w This is an official copy of a portion of the above referenced flood map. it
- - ` - - - 'was extracted using F -MIT On- Line.". This map does not reflect changes r
4Ak - _ • - - W - "- or amendments which may have been made subsequent to the date on the
' P NATIONAL FLOOD INSURANCE PROGRAM title block. For the latest'product information about National Flood Insurance
Pro
- - -- _ -- - - • - = 9 ram flood maps check the FEMA Flood Map Store at www.msc.fema.gov . • t,r -
t. iTl
- LEGEND.
{ SPECIAL FLOOD HAZARD -AREAS INUNDATED
' •')" BY 100 -YEAR FLOOD '' i APPROXIMATE SCALE IN FEET V
I
' ZONE A No base flood elevations determined.' 1000 0' 1000.
• s L
q - - •�" i _ u ZONE AE Base flood elevations determined. ? r
r • .- - ZONE AH- Flood depths of 1 to 3 feet (usually areas of ,
• t. f ponding); base flood elevations determined.
ZONE AO Flood depths of 1 to 3 feet (usually sheet
v flow on sloping terrain); average depths
•~ n determined. For areas of alluvial fan flood- W
I' ing,velacitiesalsodetermined. �llllllllllllll NATIONAL FLOOD INSURANCE PROGRAM
IIIIIIIIIIIIIIIIIIIIIIII
ZONE A99 To -be protected from 100 -year flood by .
Federal flood protection system under
- ' construction; no base elevations determined.
ZONE V Coastal flood 'with velocity hazard (wave .
- i
` action); no base flood,, elevations deter.-
• x y' '. T s- r mined.
- ZONE VE Coastal flood with velocity hazard (wave I.
• °I r Q ^� action); base flood elevations determined. FLOOD INSURANCE RATE MAP - t
c - FLOODWAY AREAS IN ZONE AE '.
LES - I AVENUE - -
fy a OTHCR FLOOD AREAS
' _ r • . , ; t , ' ' • 1 `J j ZONE X Areas of 500 -Year 'flood; areas of CITY OIF
- 100 -year flood with average depths g �7�T1 �+
of less than 1 foot or with drainage L
' A Q V I '
areas less than 1 square mile;•and
ut areas protected by levees from 100- 1 CALIFORNIA
~s year flood.
- RIVERSIDE COUNTY ;
OTHER AREAS I
ZdNE X ZONE X Areas determined, to be outside 500-
3,c yR1 _ • year flood plain. '
wry N ZONE D Areas in -which flood hazards are
<,� p undetermined. '
-SF� PANEL 5OF10
'w M�r��a� ' Flood Boundary
Y - .(SEE MAP INDEX FOR PANELS NOT PRINTED)
• •� ���M�� Floodway. Boundary ,.. • - ..
4
y .. Zone D Boundary
J ; :t a�S , _ Boundary Dividing. Special Flood
xy *z f7s�az K Hazard Zones, and Boundary
�> v a "sNE�>VtIA D rill �r •r ply .s. err Dividing Areas of Different
<.��� ..1 '',,Y Coastal Base' Elood Elevations � S ecial Flood Hazard 4.. ! Within p t''5;` „' a.�i'��1�` a �. " m�i:..; ��• Zones. ` : 513 Base Flood Elevation Lirie; Ele
3- . �,�'����sd;. r�,;z '�u 0:,!.::4.,��:'. <� vation in Feet* ��ry1'• ?��''??�•'{i:.'a}_��r.- r1t'.-'' •t�.-. 1 ,•�. -� PANEL LOCATION •
7 F.'J” N. .,f. "4 S _ , -1.. + a�, •r+ ��"� � tE;��"�;. ii�^ '� � s f •R", - t r .: _ _ � L
'tt a41 0 "yi tit.t� rFELt�F'• *;�::..: '.. ' :+- D Cross Section Line
NUMBER
- 5 }; `qty 5 „ Base Flood Elevation in Feet C
h Ter ,t �r dry;\ s z ° •� (EL 987) Where Uniform Within Zone* OUO %09 0005 0
-'�" i zr. <'� =hs� -
• • -�1tCM 6.4 1 ra••I _ J+y1y ! Y�.` .•FV�:5 •, _ ,
k. ?.y ; k, <., „ ; �;, -RM7X' Elevatidn Reference Mark
=-w'y MAP REVISED: f
. *Referenced to' he National Geodetic Vertical Datum of 1929 • Ma r
J1nz,r,, �v t L � :
.AUGUST 19, 1991
- ,.. r- i • - . eT Yex 'Lt 3�.•i''.�1� 'r ;r, ".o•'i: `°3 ak"'{ ` -i _
NOTES
E� v. s - •y
I'M
+ T is map is for use'in administering the National Flood Insurance
111 - y - "t`•.`,r',`.ya' .r- <!e`Y$F�e..
WE -).• _: VIA_ g - -
. Xogram; it does not necessarily identify-all F
_ • ,., , e a,i2 a r�: TRANQl11LL0 Y fy all areas subject to flooding,
ra y � O e r.y• {y Nom, - �,:
Orticularly from local drainage sources of small siie, or all planimetric '
_ t of yr i r � h 's� ` r•� to atures outside Special Flood Hazard Areas. !
r :l _ - „a3 >` "r, N,4, _ '``'i..k•�r'i �gx{a ''u'i.i r- �R �Ja. - 4y�� r , , -
ZO N{E X . -� } 6 Y, �� f4� • r ; , a . Areas of special flood hazard.(100 -year flood) include Zones A, A1.30, Federal Emergency Management Agency
W -far 4•.Y -r'''S -
,�_ At, AH, AO, A99, V, V1-30 AND VE. •'
• tibf -
in r
Cert ain areas not in Special Flood Hazard Areas may be protected by y)
> 9 u r ? 6od control structures. y h
`F L -
oV - - �• , {'j ��' - - .t •°'" _Boundaries of the floodways were computed at cross sections and 'This is an official co _
• i •{��Ky . � �rFT* �,�},v,•,,, 'r. t py.of a- portion of the above referenced flood map. It
Interpolated between CfOSS 52C110n5. The fI00dWay5 were based on was extracted using F -MIT On -Line. This map does not reflect changes'
•`� Y t�nb va tr ', hydraulic considerations with regard to requirements of the Federal , or amendments which may have been made subsequent to the date on the
• - " • '"�`",* '�-sy,. -� t+r fr�'Y`� -/ °'�'' - Em title block. For the latest product information about National Flood Insurance
ergency Management AgOnCy. _
- - ",'% -' 7 „; fc s k g'rt;y;K'<ft-.' • - Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov -
• - r. •.r -a s yr: .� t _
APPENDIX C
Supplement "A" to Riverside County
Drainage Area Management Plans (DAMP)
New Development Guidelines
AUG 12 2003 11:05 FR PSOMAS 714'545 8883 TO WEST LA OFFICE• P.02
SUPPLEMENT A..
TO THE RT%)ERSIDE COUNTY DRA .NvAGE AREA kt- kNAGEMEI T PLANS
A COOPERATIVE PROJECT OF
NTY OF RIVERSIDE, INCORPORATED CITIES, COACHED. A VALLEY WATER DISTRICT AND
HE RIVERSIDE COUNTY FLOOD CONTROL ,.ND WATER CONSERVATION DISTRICT
AUG 12 2003 11:05 FR PSOMAS 714 545 8883 TO WEST LA OFFICE P.03
ATPLEMENT-A
TO THE MERSME COUNTY DRAINAGE AREA MANAGEMENT PLANS
ATE W DEVELOPMENT GU DEZTMS
I
f�
Printed by
Riverside County - Priming Services
APHI 199.6
-AUG 12 2003 11:05 FR PSOMAS 714 S4s 8883 TO WEST LA OFFICE P.04
ACKNOWLEDGMENTS
The development of this document, Supplement "'A" to The Sarita Ana, Santa. Margarita and.
White -Aster Diaziinage Area Management Plan .(Better known as the New Development Guidelines),
took the time and extorts of•a great many people over a year and a half First of all, the $anta
Ana/Santa'Margarita National Pollutant Discharge'Elim natioii' System (NPDES).Advisory
Committee thanks the Orange County Envirbninental Management Agency for the use of their
work; it helped to establish the pattern and content of this document. 8peeial• thanks to I&. Jerry
Linton for his very capable and unselfish leadership a.s dzairruan. of the Consirution and New
Development Sub- committee. Thanks to Ana ro Diaz for keeping the sub- comrairree minutes ai d
making rbe myrads of changes that occurred during the development of this document. Many thanks
to the following sub - committee members:
�__ ... ___ ... Pavlova Vitale- -- - -• _ Saata -Ana Regional W CQ B__
* Corrdsponding member
The Construction and New Development Sub - Committee would like to thank the ekpert
pardcipahts who provided.rhe necessary information and testimony needed to fairly develop the
guidelines found in rl is document
Richard Boon
Gerald Breitbart
McEn da.Luthin
Ilk; Shetler
Ron Wibmiss
l.'_F (Kim) Wiseman
Orange County LMA
California Restatirant Association
Arco Products Company
County Environmental Health
Westem States Petroleum Association
Chevron U.S.A. Products Company
Their comments and assistance contributed submutially to the development of the present
(( document-
Bob Brock
City ofMm7ieta
Jason Christie
Riverside Counry Flood Control
Chuck Collins
Riverside County Coordinating Comte (Trans Pacific Consultants)
Arturo Diaz, :Secretary
Riverside County FIood Control
Delia.Garzison
City ofRiverside
Rodney Hanway*
Building Iudtsuy Association
f
Shelli Lamb
Riverside - Corona RCD
�1
Jerr Lia;ga, Chaizman
Citation Builders
'^..
- -- - • - -hhn Phipps- - - - --
- - SSan�ieg` o�egio`n7 "wQCB-
John Poiirkaz ini
City of Temecula
Mark .Raab
City of Norco
lvdmi Ray)
'Lewis Homes
John Ristow
Riverside County Transportation
Vlren Shah
City of Corona
�__ ... ___ ... Pavlova Vitale- -- - -• _ Saata -Ana Regional W CQ B__
* Corrdsponding member
The Construction and New Development Sub - Committee would like to thank the ekpert
pardcipahts who provided.rhe necessary information and testimony needed to fairly develop the
guidelines found in rl is document
Richard Boon
Gerald Breitbart
McEn da.Luthin
Ilk; Shetler
Ron Wibmiss
l.'_F (Kim) Wiseman
Orange County LMA
California Restatirant Association
Arco Products Company
County Environmental Health
Westem States Petroleum Association
Chevron U.S.A. Products Company
Their comments and assistance contributed submutially to the development of the present
(( document-
•AUG.12 2003 11:05 FR PSOMAS
714 545 8883 TO WEST LA OFFICE P.05
TABLE OF CONTENTS,
r1.0 INTR03)UCbQN ..................... . . - -• - -- - ......... -- - -- -- -... -- - -. - - ----- -..... --
2.0 BACKGROUND : - -- - •- - -- — - -- -- - .__. .:. .�...:._ ........... ............ ...- -----------------
__._.:. 1
DEVELOPMENT PLANNING PROCESS ...... ---------- ------------------------------------------------------- �
4_0 BNT S=CTTON
4.1 Non- smicwaal Meanxes --------------
----- - - - - -- - - -- -,_....:_._....--- ..............--=----- .... - - -- ..............., 4-
42 Routine Srmciatral BIvgs.�_ - -.�__ __----------------------------------- ---- ------------- �._.._. _ 7
�( 4.3 Special Structural BMPs.....--------------- --- ------- ............--= ...... ................................. 9
�- 5.0 -- - Rr�GCAMNAL PROGRAM FOR DEVELOPERS AND CONTRACTORS 9
I
� -:485 •� � — -
Table 1: Appropriate NonstrueturaI BMP's
Table 2: Routine Structural Bw's
ATTACHMENT
SeIecrion and Design of Sto=wamx Quality Conrrols
(under separate cover)
PUG 12 2003 11:08 FR PSOMAS
1.0 INTRODUCTION
714 545 8883 TO WEST LA OFFICE P.OG
This document is to be used by Riverside Counry NPDES Co- permittees county -wide. -as -a
supplement to the Drainage Area Management Plan(s) (DAMP). it was developed by;the
Construction and 1\Tew Development Sub - committee, and approved by the NPDES Advisory
�:ammittee. Appendix G of the Orange County Drainage Area Nanagement Plan, damd April 1993,
served as a model for the development of this document.
® The objective in preparing this Supplement "A" was to iden-df post construction source pollutant
® Rrev ntioz, mod_ treattuent_ peasures that could be incorporated. •into- - development pmjects..-This
Supplement recommends which Best Management Practices, (BMPs) should be required• as'standard
practice. for projects with =que water quality issues additional applicable -solutions may be
required on a case by case basis.
: The DAMP does not specify a minimum development size to be considered
ered for MP applications
nor does it specify which land. uses should receive the most .attention- In general, DWP are.
required on a wide variety of land uses, both residential and non - residential. BMPs should also
be required on accessory uses of concern (such as outdoor material/e:quipmeat storage, vehicle/
. equipment fueling .and service) and certain low intensity, but potentially high poIluting uses (such
as golf courses and plant nurseries).
C` 26 BACKGROUND
In 1987 Congress amended the Clean Water Act to re w •the ermitting of stormwater dis �e
s
from
municipal storm drain systems. The .tPA promulgated regulations in 1990 to enact the new
law, 1a the regulations (and the preceding draft i-egulations), EPA listed the County of Riverside
as a country that must obtain an NPDES penmt_
The - Regional -Grater- Quality Control Boards (RWQCB) -enforce the EPA; regulations and -the Clean _...
Water Act in California. Facia RWQCB in Riverside County has required the County, Cities,
Riverside County Flood Control and Water Conservation District •and Coachella Valley Water
rDistrict (asapplicable) to be included in the NPDES permits.
The NPDES permits require the permittees to control the discharge of pollutants to the Waters of
tor, United States by the implementation ofBMPs. Tbe'se BNd?s are listed in the Santa Ana and
Santa Margarita Permits and DA.MPs and in the `Proposed Management Programs' section of the
Eastern Riverside Counry NP1DES Pant Application..
j The .members of the Santa Ana/Santa Margarita Advisory Committee recognized the sensitive
issue of imposing development and construction B_MTs on the buldizig industry_ They, therefore,
formed the Construction and New Development Sub - Committee. The sub - committee included
representatives from the co- p rrmitrees develo
pme nr companies, Building Industry Association,
Western States Petroleum Association, engineering companies and the Riverside Counry
Coordinating Committee. The group developed this document Svitb particular insight from and
�`• cooperation of the development industry. The BMPs proposed herein viilI meet the permit
mqu=ments while not imposing undue burden on those that are to implement the actions Cauca
for.
AUG 12 2003 11:06 FR PSOMAS
714 545 Bee3 TO WEST LA OFFICE P.07
00".
3:0 DEVELOPMENT OW4N1NG PROCESS
The Municipal Storm WAter Permit states that stormwater quality management should ;be •
considered during a project's.planning phase, implemented Burin . construction, and ultimately
maintained for the fife -of the project_ As.such, standard conditions• of approval were developed; to
' address land iise areas of concern to mkiin —the amount of pollution entering the drainage system_
r
_r
i
Each municipality should require the - implementation of BMPs for redevelopment and specified
new. development. A redevelopment prc ject.is any project where major modifications to an existing
site- and/of structure requirxag a permit is underraken.-R&rine maintenance-- intenor"remodeling,
minor structural additions, reroofing, and maintenance.ofparking lots -are intended-to be.exempt
A redevelopment project is not to be confused a ith the projects sponsored- by a Redeveloprmear
Agency of a j urisdiction. It is assumed that each jurisdiction will. further define a "redevelopment
project", util', iing.its, owu pemdning criteria_
Planning review procedures must be adopted -and uniformly implemented by all the municipalities
to ensure consistency. The typical process is outlined as follows:
1. The present municipal procedure for approval of grading, building, and similar permits
will be modified to include incorporation of the •BNIPs listed. in Tables l -and 2,1 as
applicable.
_, . _ _.._ - • �_ . . M palitYes_wiU *make rhis�upplemeat d� l implemenration. of B_MPs Available _ to development applicants through the permitting/land development process. Applicants
will be informed at the earliest possible point ofprocessing of these requirements.
3_
Municipalities will develop implementation proecdures for the new development BMP
midelines, including training and education for the employees that implement this
Supplement.
Implementing staff will notify applicant -at the earliest possible 1opportunit, if them is
a known water quality problem which might affect the proposed development_
The municipal permitting/development review process will verify that plans contain all. the
applicable BMPs. Compliance is intended to be a matter of incorporating the measures specified
in this Supplement or other acceptable •standard into the plans and submittals currentlY required
by each municipality, and the review process wiII effectively be a verification that these are
included.
GEPIERAL CONDITIONS to be applied .by municipalities:
For discretionary actions that include a precise plan of development:
L Prior to permits, issuance of building pe the permit applicant shall include in -its
-• developmentpla is for approval by County /City Off!cial(s) water quality management
controls by specifically identifying BMPs that vviII be used onsite to control predictable
pollutant nn 6 ff-
AUG 12 2003 11:06 FR PSOMAS
714 545 9ee3 TO WEST LA OFFICE P.08
The permit applicant..shall identify y Tiamuctural and non - structural measures SP ecified
in this Supplement :or other equally effective s=dard detailing implementation of
BMPs whenever they arc applicable to the project (when the project has a loading. dock,
for example); the assignment oflong -term inainTenance responsibilities (specifyin& ibe
developer, parcel owner, maintenance association, lessee, etc.); and shall reference the
location(S) •of structural BIv)ps.
'For Subdivisions of Land:
2. Prior to recordation and if determined applicable by County /City Official(s), applicant
shall identify and'include in its plans those routine ' structural and non - structural ,BliPs
outlined in this Supplement or other -equally effective standard, fof approval of County/
City officials.
Both conditions Wand 2' also functionally apply io public.projects wbere'the local jurisdiction
technically chooses not to issue formal permits to itself or hired contractors, but nonetheless
undertakes the work.
SPLCXAL CONllMONS;
o
When a building is being proposed for which no anticipated use is designated or when an
-unamticipated. element of land use or occupancy is proposed after a basic building has already .
been coxnpleted, use of language similar to the following cmdition•is recommended for inclusion
- - in-the- con ditionsvvhich-mrzst b- e- satisE�e& priorto -issuanm—r ofttre-appropriaie-pr&=:i�'
Prior to issuance of certificates of use and occupancy or building permits for individual tenant
timprovements or construdtiou permits for a tank or pipeline, uses shall be identified and,
for specified uses (where the proposed improvements will store, generate or handle hazardous
materials in quantities that .will require permitting and inspection once operational), the
appIicA9T shall propose plans,aad measures for chemical. management- Cmcluding,.bur not. -...
- -- - hyffil? 9 Tn nraQP PrnP- raPni+U rnr.,r..,c•n 1_ _ .— c...
to the satisfaction o#•the CO unry /City Building Official(s).
Chemical management plans shall be approved by the Cotmty /City and other. appropriate
agencies such as County /City Fire Department, the Health Services Agency's Department
Iof Environmental Health, and sewering and/or water agencies to ensure implementation of
each agency's respective requirements: Approval by the appropriate--agencies shall be
' fvxnished to the Building arid Safety D epartrnent, prior to. the issuance of any certificates of
use and/or occupancy.
Certificates or permits may be ministerially withheld if featuies needed to properly manage
chemicals cannot be incorporated, into a previously completed building, center, or complex.
A list of specified uses and occupancies of concern sbotld be developed by each jurisdiction
according to their needs.
3
RUG 12 2003 11:06 FR PSOMAS
714 545 8883 TO WEST LA OFFICE P.09
A.
• 4:0 BMP SELECTION
The DAMP requires identifcation and implemeritation of BWs for new developmeht via
regulatory and enforcement activities. This Supplemerrt lists particular routine structural and non -
strocmral BWs thatv;ilI be evaluated for application and intensity for these activities- Thus, some
• of the BM-Ps listed herein -vrill become conditions- of approval for new deveIopmeat and
constr ucti.om
The measures identified in Tables 1 and Z are to be deemed "standard practice" to be regriired on
new developments, as specified. Two,geaeral Terms used in -this supple-inem are-defined by example
as follows:
Surcniral Controls; physical facilities or controls, which may include secondary containment,
first flush diversion, .detention/retention,huins- infiltration trenches/basips, oil/ grease
separators, grass swales, and engineering and design modification of existing structures.
These examples include both routine structural contibls and special structural controls.
Non- 5IIliCtuz'dl Controls: In general, these would be activities or pro &lmc to educate the
public on proper disposal ofhazardoushoxic wastes, regulatory- approaches, street sweeping
and facility marumhanee, detection and elimination of illicit connections and illegal damping.
Each new development will be required,to implement appropriate, non- structural BIvg's In keeping
lutionx to *T;n;mT7E the
with- •the -size- and- t3�e. of .development�.and_pozenUal_fr sormwater pol
introduction ofpollutants onto the drainage system.
Each riew development will also be required to -implement appropriate "routine" stnictural BMPs
in keeping with the site and type of development, and potential for stormwazer pollution. "Routine"
sttuccural BMPs are economical, practicable, small scale measures which can be feasibly applied
�__ ....
at the smallesz_unit of development
A major concept of the Counry's NPDES stormwater „quality program, as .set forth in the Riverside
County DAMP, is a regional approach to stormwater quality planning and management on a
I watershed basis. Later, "special” snuctural Blv>ps may be installed to address any specific water
quality problems identified iri the watershed planning process. "Special" structural BWs . are
engineered facilities designed to address-specific water quality problems identified in the watershed
planning process, runoffmanagemerit plan, EEQA process, or similar watershed planning. There
may be the need to revisit these requirements at-anas yet unspecified date or frequency.
Eforts will be directed toward determining the •e&ectiveness of strucrurzd BMPs 1>�fore rhey are
required_ Those measures which demonstrate superior cost- effectiveDess, considering right -0f;wav,
const fticti.on, operation, mainteaanee, monitoring,• and pollutant removal, may be adopted as special
st cmtal BMPs for application as indicated during the warershed planning studies.
4.1 Non-structural Measures
C4� ?N71_ Educarioa for Pro Owze Tenants.and Occupants - Project conditions of approval
P�3' �
for all new developments will require that the developer provide environmental
awareness education materials on general good housekeeping pracrices that contribute
AUG 12 2003 11:06 FR PSOMAS
I ..
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s
I
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i=
714 545 8883 TO WEST LA OFFICE P.10
to protection of stormwater, quality to all initial residents, occupants /tenants. Such
materials will be.provided to the developer through the co- permin6es'. Couar tide
education progrann. Different materials for resi8ential, office commercial, retail
eom.mercial, vehicle - related cotnmercial, and industrial uses will be'involved.
Nz. Activity Restrictions - If a property givers .association (POA) or homeowners
association .(l;-IOA) is formed, conditions, covenants, and'restri&dons shall include
measures shown in Table No. T•forthe purpose of surface water giiahry:PzoiecriOt. .
Common Area Laiidscape Management All• pesticides shall be applied 'in strict "
accordance td pesticide application laws as stamddh the.State.of California Agrieudtural
Code. All pesticide applicators shall be certified by the State as a Qualified Applicator
or bd dir&ctly supervised by, a Qualified Applicator. All fertdizErs shall be applied at
The rate stipulated by the manufacturer. Fertilizer Applicators shall be trained in the
proper procedures of deterininiing fertilizer rates and calibration of application
equipment_ Fertilizer shall be applied hi such a manner as Io *avoid application onto
hardscape surfaces. .Annual soil tests ai-e recommended to advise on which fertilizer
elements are needed to avoid application of unnecessary elements, or over application.
.The local water agency or* resource conservation district can assist with detailed
info rmati01J. con cerning this BMP .
2T4. Common Area Catch Basin Inspection - For developments with POAsIHOAs and
privately maintained drainage systems, the association will be regi&ed to have privately
owned -catch basins, spectcdrand-,if necessary;-eleaneil-rior tii tke�tar� erson, no"
later than October 1 Sth each year. _
NTS
POA/HOA Common Area• Litter .QOntroI -For developments with,an association, the
POA/HOA will be required to impl6mem trash management and litter control
procedures in the common- areas aimed at reducing pollution of drainage. water. The
associations may contact with their landscape mainteriaaee.fizitzs tb pmvid� this seryiee.
-- - _ - - -
Of trash recepfacles in common areas, noting trash disposal violations by homeowners
or businesses, and repdrting the violations tb the association for investigation-
N5_ Street Sweeping private Streets and parking Lots - For'developmemrs with POAs/HOAs,.
and privately owned streets and parking lots; the association will be required to have
the streets and parking Iots swept prior to the storm season; no later than October 15th
each year.
N7.. Udderground Storage Tank Compliance - Compliance with State regulations dealing
with underground stooge tanks will:be enforced by the County Department of
Environmental Health on behalf of the State.
NS. Spill Contingency Plan -A spill contingency plan (Business Plat/Hazardous Materials
Management PIan) shall be prepared by the oAner /operator in accordance.with Section
C• 6.95 of the California Health and Safety Code. The Environmental Health Deparanent
or the Fire Deparixent in the- City of Riverside, CororL, or Banning shall be responsible
for enforcement. Spills will be immediately cleaned up according to the Spill
Contingency Ply
IA
r
0
AUG 12 2003 11:07 FR PSOMAS
714 545 8883 TO WEST LA OFFICE P.11
N9, 'Hazardous Materials Disclosure Compliance - CompIiance v-irh County /Cry ordinances
shall be enforced by the Environmental Health Department or the Fire Department in
the City of Riverside, Corona; or Banning.
NI 0. Uniform Fire Code );mplementation Plan - Compliance with Article: 80 of the Uniform
'Fire- Code enforced by fire pf tection agency will. be required.
Nll. Title 22 CCR *Compliance = Ga6i npliance Ajrh Title 32 of the California' Code of
Regulations d relevant sectimms of the California Health & Safety Code regarding
ath -
hazardous waste managtruent will be 'enforced b�; the County Department of
Environmental Health- on behalfbf the State.
N12. Houselceeping of Loading Docks.- Loading docks for grocery, drug and.discount stores,'
and• wxtehouse type commercial,and iadustriatl buildings, must be• kept in a clean ;and
- orderly condition through a regular program of- sweeping;. litter control, and immediate
cleanup of spills and broken containers, Polluted material or wash waters shall not be
allowed to discharge into a storm drain.
N13. Employee Training/Edubaxion •Program' (see NI) as it would apply to_future •employees
of individual businesses - Based on information provided-,through the County -wide
education program, developer either prepares manual(s) for initial purchasers' of
business sites -or, for development that is constructed for .an�unspecified.ause, conveys .
�dmmitmen far ibis -respo ib i to:POA• ortpux haseL '
NI4. )3W Maiurenance - The responsibility for implemenratioa of each non - structural BN2
and scheduled cleaning of all shzicunal BMP controls shall be ideatified (olwn, r; agency
name, phone number, and address).
AUG 12 2003 11:07 FR PSOMAS
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4.2 Routine Structural BNIPs
714 545 e9e3 TO (JEST LA OFFICE P.12
SL _ ControI of Impervious Runoff - Impervious ai-eas shall be graded and constructed so
as to drain tb• a filtration BW, such as a landscaped area or equally effective alternative
wherever practicable and as recommended by-the- engineer of record. Direct drainage
from impervious areas to the street or a.storm drain facility is discouraged and should
-be avoided.-For example, parking lot catch basins -could be placed in landscaped areas
with allowances for mirror. pondng.
S2_ Common Afea Efficient Irrigation - All sites shall employ M iWri =.pro r=mable..
irrigation controllers'vviiich have enough programs to break up all irrigation stations
into hydrozones. If practical and feasible, rain shutoff devices shall be empl6yed-to
prevent irrigation after significant precipitation. Irrigation systems shall be designed
so areas which have different water use requirements. are not mixed on the same station
(bydrozones). Assistance in implementing a schedule based on plant watdr needs .is
available from CWS or Mobile Lab_ The use of drip irrigation should be considered
for all planter areas which have a shrub density that will 'cause excessive spray
imerference of an overhead irrigation system. Use flaw reducers to mitigate broken
heads next to sidewalks, streets and driveways.
S3. Common Area Runoff- m;n;m;ring Landscape Design - Group plants with similar water
requirements in order to reduce excess irrigation runoff and promote surface filtration;
where practical,. Examples could include the fallowing;
a_ Use mulches in planter areas without ground cover to avoid sedimentation runo$
b. Set irrigation tines to avoid runoff This will involve splitting nightly irrigations
into several short cycles if slope and soil conditions warrant_
c. Use only enough water to provide for adequate plant health and growth.
d. Use the water budget mode to make global✓weatherrelated scheduling changes.
e. Use CMS data for global changes so they will accurately reflect weather
changes.
f_ Install appropriate plant materials for the location, in accordance Rath sunset
climate zones.
g. Install plants with low water requirements and consider the use of native plant
material where possible and recommended by the landscape architect.
S4_ Commvairy Car Wash Racks - In high density multi= family developments (apartments,
stacked flats) larger. than 100 units where car washing is allowed, and developmerxt
having a common parking area, a designated car wash area which does not drain diEtctly
to a storm drain shall be provided for common usage_ Au example of such an area
would 'be joint use of an open space or visitor parking area- Wash waters from this
mma may be directed to the sarLimry. sewer (with prior approval of the sewering agency),
to an engineered infiltration, or. equally *effective- alternative.
7
AUG 12 2003 11:07 FR PSOMRS
714 545 8883 TO WEST LA OFFICE P.13
SS. Wash Water Conrrols for Food preparation Areas - Food establishments (per State
Health and Safety Code 27520) shall have contained' areas, floor sink(s) and/or m6p
rsink(s) with sanitary sewer connections for cleaning of kitchen floor gnats' and• for
disposal of wash waters containing k!T-chen and food wastes, if located outside_ Ae-
contained area shall also be coverdd to prevent entry ofstorrnwater.
. S6. Trash Contafruer ( dum ps fe r) Areas - Trash c ontainer (dumpstEr) areas shall hav
e
draiaage'frotn adjoining roofs and pavements diverted around the area(s), and:
a_ Dunn sters shall be leak attached workable •
p proof and have. atta k:able cot ers-
b. Trash container areas are. to bd screened -or walled to prevent offshe T=porr of
trash..
S7. Self-contained Areas for Vehicle WaShing/Steam Cleaning/ Maintenance/Repair/
Material .Processing = Self - contained areas are required for washfii /steam cleaning,
wet material processing, and mainteaance activities, specifically:
' a
. For businesses where uashmg .o f v ehicl es . without t steam cI earzng occurs, provide
wash racks eonstrucred in. accordance with local sewering agency guidelines or
btha x acceptable standard and with' the prior approval of The sewering agency
(Note; Discharge monitoring may be - required by the sewering agency).
b. Where.sieam cleaning occurs, provide wash racks as in S7.a., or structttraily
contain (with a cover to restrict the entry of Aormwater during rain events) runoff
f from such areas onsite for commercial waste removal.
C. Where wet material .processing occurs (e.g., electroplating), secondary,
containment structures shall be provided to hold spills resulting from accidents,;
Ieakiirg tacks qr egcupaient. br ari " "off er tin IM5hed Yeleaseis (Note: If these-are- ._
plumbed to the sanitary sewer, the structures and plumbing shall be in accordance
•with State and local spill containment and reporting requirements and have the
prior approval of the sewering agency). Also see N10.
d_ Where vehicle repair/Anintenance occurs, impermeable berms,- drop inlets,.trench
catch basins, or overflow containment suuetures shall be provided around repair
bays to prevent spilled materials and wash -down waters from entering the storm
drain system.
S8. OuTdoor Storage : Where a plan of development proposes or building plaits incorporate
outdoor containers of oils, fuels, solvents, coolants, wastes, and other chemicals, the
areas where these materials are to be used or stored must be protected by secondary
cantaimnent structures such as a berm, dike, or. curb (sec-N1 0). For commercial outdoor
vehicle and equipment salvage yards, and commercial outdoor recycling, the entire
storage area shall drain Through water quality inlets (see SPI).
AUG 12 2003 11:07 FR PSOMAS
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714 545 BeB3 TO WE=SI LH UH-iUE r.14
S9: Motor Fuel Concrere Dispensing Areas - Araeas used for fuel dispensing shall be paved
with concrete (use of asphalt prohibited).. Concrete surfacing must extend a minimum
of 8' from the face side of each pump receptacle and 4' from,the nose of the pump
island. In adaition,'the fuel dispensing area shall be graded and, constructed so as to
prevent drainage flow through the concrete fueling area.
S10. Motor-Fuel ' Dispensing Area Canopy - All motor fuel concrete dispensing areas are to
-have a canopy strtleture. Canopy roof downspouts are to be rouied to prevent drainage
across the concrete fueling area.
S11. Energy I)Mpatdrs - Energy dissipators, such aS riprap, are to be installed at the outlets
of new storm• drains which enter unlined channels in accordance with applicable agency
specificidons.
S22. Catch Basin Stenciling - Phrase .`°No Dumping - Only Rain in the Drain" or equally
effective phrase as approved by the County /ary NPDES Advisory Committee is to .
be stenciled on catch basins to alert the public as to the destination 6f,poIlutants
discharged into stormwater.
S13. Diversion of Below Grade Loading Dock Drainage - Below grade loading docks for
grocery stores and warehouse/distn -budon centers of fresh food.irems will drain through
water quality inlets (see SPI), or to 'an eugineered infiltration system, or an equally
effective alteanative.
S14. Inlet Trash Racks - -Where appropriate to reduce intake and transport through the storm
drain system of large floatable debris, trash racks shall be provided where drainage
from open areas enters storm drains (Caltrans Standard Plan D96 and D98-C, or
equivalent).
_,Special Structural SMPs
SPI. Water Quality Inlets - Water Quality Inlets designed to remove free phase liquid
petroleum compounds, grease, floatable debris and settleable solids can be used in the
following applidations: No-s, S7, S8; and S13.
S.O EDUCATIONAL PROGRAM'FOR DEVELOPERS AND CONTRACTORS
f
The following defines the. required educational program'for developers and contractors in response
j . to the Riverside County DAMP(S):
This DAMP Supplement "A" with its attachments will contain the legal, administrative, and
technical information needed to acquaint developers and contrcors with the NPDES prograill.
Riverside County developers and contractors have been implementing erosioiz control plans for
many years and are familiar with that portion of the program: New requirements resulting from
• the NPDES Permit and tho DAMP are contained herein.
D
RUG 1C edWJ 11:08 FR PSOMAS 714 545 8883 TO WEST LA OFFICE P.15
r
04
It is, Therefore; recommended that the Building Indtttly A.ssociatiou and the Associated General.
Contractors be asked to use their newsl -ttters to alert their members of the information coniained
M this Supplement The Supplement text wui be made available`by the County and Cities as part
of the development review process.
I - CIP
10
G
on
fill Con
a-Ma1
mhos ping of Loading N&B _
doyen Ttalning •
Malnlnnanca
TAOILE 1
APPROPRIATE NO0 STRUCTURAL BMPs
Q
es en a OWN a e 8111office se uaran s
Fuel 1315pambf
--wh WeRepa r
x
Center Werohouse(Qroce
Maintenance
X
X X
o
3
N2
!
X
x
U,
JN4
X
X X K
X
X
X X
NB
X
X
X
Ne
x
X
X
m
w
N10
X
X
X
a
N {!
X
X
X
rr
N12
1 1 X I I X
D
N13
X X X
K
x
o
N14
I
- I X
_
X
X
T
rr
-� — ""'" OF ""�'� "'� �` tom• .
N
TABLE z
ROUTINE STRPCTURAL. BMPa a
T
n uslr a sla oe estueran s ue spens ng' e e c Repair 1 73
Center lWarehouaGIGToceiv I Maintenance -o
cn
0
,Qn{rol of Impervious Runoff
S1
X X
X. X
X
ID
cn
ommon Area Elficlen(hrl atlon
SZ
X X
X X
X X
.ommon Area
:unoll•Mlnlmizln Landsca a
S3
X' I X
X X
X X
ummlinIt y Car Wash Racks
34
X
lsah Water Conlrola For -
ood pre arallon Areaa
53
X
'89h Container. Dum eter Areas -
St3
K X
X X .
-X
MI- Conlalned Ateas forWashingl
team Cleantn lRe airiMatL Procesaln
'(84
1. X
X
A
cn
uldoor Store e
' So
! X
[o
w
Dior Fuel Concrete 01gansing Area
39
'
X
W
otor Fuel Disponaing Area Canopy
(51oj
M
-ret Dlsel ators
S11
X X
X
m
itch pnsln Stenciling
S1�
X X
X. .
_
r
vorslon of Loading Dock DrAlns s
-(313
X
T
01 Trash Racks
S14
X X
X
m
OM'. Special siructural BMPs such as water quality Inlets may be rgquired.for Individual prd .)acts, such as equipment aetvage yards, that may have unique storm welet .
runoff Issues. Please refer to the Suppitment text for additional Informallon.
Hula l c efoui
a
i i : wu F K HSOMHS 714 545 8883 TO WEST LA OFFICE P.18
SANTA ANA WATERSHED NPDES PERMITTEES
City of Beaumont •
City -of Cadmesa
City of Canyon *L'akes -
City of Corona
City ofHemet•
City of Lake Elsinore .
Ciry of Moreno Valle Y .
City ofwor;&
City of Perils -
City of Riverside
County of, Fjwc side.
,
<
•City of San Jacinto � f .
Riverside County Flood Control and Water Conservation District's
SANTA MARGARITA WATERSHED NPDES PEF* M1TTEES
Ciry ofMuirieta
C of'emeeula --
County ofRiverside
r
Riverside County Flood Control a-rid Water Conservation District*
_ E3NATP�y1aTFRSEiE1� J ES -FERMI - _ - -
City of$anning '
Cathedral City
Ciry of Coachella l
City of Desert Hot Springs
Ciry of Indian Wells
Ciry of Indio
Ciry of La Quinta
Ciry of Palm. Desert
Ciry of Palm Springs
'Ciry ofRancho.N irage
Coachella Valley Water District*
County of Riverside"
Riverside County Flood Control and Water Conservation District*
Principal Permittce
** TOTAL PAGE . 1 8 i:V:
APPENDIX D
Request for Letter of Map Revision (LOMB)
• Initial Submittal (May 24, 2004)
• Supplemental Submittal 1 (June 9, 2004)
• Supplemental Submittal 2 (October 2004)
N
O. Box 1504
8 -495 CALLE TAMPICO (760).777 -7000
A QUINTA, CALIFORNIA 92253 FAX .(760) 777 -7101
04
of
hower Avenue, Suite 600
VA 22304
Manager
LOMA Request for the City of La Quinta
Base.d..on ,More Accurate • Hydrologic. Data :.. > S -
ur review of the effective Flood Insurance Rate Map for the City of La
note that a large part of the City is mapped as Zone A and is based
ate hydrology and topography. We submit the attached request to
'IRM based on more up to date data.
;ary forms and backup material are attached. Because this submittal
i the submission of more accurate data, it is exempt from review fees.
tact our-engineers Soorgul.Wardak with Psomas and Associates at
73,::or Doug Hamilton with Exponent at 949 - 341 -6016 with any
aestions.
Jo sson
cs Director /City Engineer
'gul Wardak, Psomas
j Hamilton, Exponent
)EER\LEI7ERSW40524A.doc ��
(0
This package includes:
1. Description of the project site and Methodology
2. Necessary forms and map
3. HEC -RAS generated report for modified flow
4. BBC-RAS generated report to re- produce HEC -2 results
5. Modified Q's for HEC -RAS modeling
6. Catch Basins (C.B.) calculations
7. Previous study HEC -2 run hard copy
8. Previous study Hydrology report hard copy
C
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B No. 3067 -0148
RIVERINE HYDROLOGY & HYDRAULICS FORM Expires September 30,2005
PAPERWORK REDUCTION ACT
Public reporting burden for this form is estimated to average 3 hours per response. The burden estimate includes the time for reviewing instructions,
searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not
required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send
comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management,
Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067- 0148). Submission of the
form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the
above address.
Flooding Source:
Note: Fill out one form for each flooding source studied
A. HYDROLOGY
1. Reason for New Hydrologic Analysis (check all that apply)
❑ Not revised (skip to section 2) ❑ No existing analysis ® Improved data
❑ Alternative methodology ❑ Proposed Conditions (CLOMR) ❑ Changed physical condition of watershed
2. Comparison of Representative 1 %- Annual- Chance Discharges
Location
See Tables 1 and 2
Drainage Area (Sq. Mi.)
S. Methodology for New Hydrologic Analysis (check all that apply)
FIS (cfs)
Revised (cfs)
❑ Statistical Analysis of Gage Records ® Precipitation /Runoff Model [TR -20, HEC-1, HEC -HMS etc.]
❑ Regional Regression Equations ❑ Other (please attach description)
Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support
the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document
can be found at: http:/ Avww.fema.gov /fhm /en_modi.shtm.
4. Review /Approval of Analysis
If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval /review.
5. Impacts of Sediment Transport on Hydrology
Was sediment transport considered? ❑ Yes ® No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach
your explanation for why sediment transport was not considered.
1. Reach to be Revised
Downstream Limit 108 +00
Upstream Limit 234 +50
Hydraulic Method Used
B. HYDRAULICS
Description Cross Section Water - Surface Elevations (ft.)
Effective Proposed /Revised
See Table 4
Hydraulic Analysis HEC -RAS [HEC -2 , HEC -RAS, Other (Attach description)]
FEMA Form 81 -89A, SEP 02 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 1 of 2
B. HYDRAULICS (CONTINU
3. Pre - Submittal Review of Hydraulic Models
FEMA has developed two review programs, CHECK -2 and CHECK -RAS, to aid in the review of HEC -2 and HEC -RAS hydraulic models,
respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP
requirements, and that the data are comparable with the assumptions and limitations of HEC- 2/HEC -RAS. CHECK -2 and CHECK -RAS identify
areas of potential error or concern. These tools do not replace engineering judgment. CHECK -2 and CHECK -RAS can be downloaded from
http:/ /www.fema.gov /fhm /frm_soft.shtm. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS.
If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and
resolution of valid modeling discrepancies will result in reduced review time.
HEC- 2/HEC -RAS models reviewed with CHECK- 2/CHECK -RAS? ® Yes ® No
4. Models Submitted
Duplicate Effective Model*
Natural File Name: fo2 -got
Floodway File Name: N/A
Corrected Effective Model*
Natural File Name:
Floodway File Name:
Existing or Pre - Project Conditions Model
Natural File Name: fo3- got
Floodway File Name:
Revised or Post - Project Conditions Model
Natural File Name:
Floodway File Name:
Other - (attach description)
Natural File Name:
Floodway File Name:
*Not required for revisions to approximate 1 %- annual- chance floodplains (Zone A) — for details, refer to the corresponding section of the instructions.
The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at:
http: / /www.fema.gov /fhm /en_modl.shtm.
C. MAPPING REQUIREMENTS
A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and
proposed conditions 1 %- annual- chance floodplain (for approximate Zone A revisions) or the boundaries of the 1 %- and 0.2 %- annual- chance
floodplains and regulatory floodway (for detailed Zone AE, A0, and AH revisions); location and alignment of all cross sections with stationing control
indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the
requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks;
and the referenced vertical datum (NGVD, NAVD, etc.).
Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and /or FBFM
.rust tie -in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and /or FBFM, annotated
o show the boundaries of the revised 1%- and 0.2 %- annual- chance floodplains and regulatory floodway that tie -in with the boundaries of the
effective 1 %- and 0.2 %- annual- chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision.
D. COMMON REGULATORY REQUIREMENTS
1. For CLOMR requests, do Base Flood Elevations (BFEs) increase?
❑ Yes ® No
For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations:
• The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot.
• The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot.
2. Does the request involve the placement or proposed placement of fill?
❑ Yes ® No
If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or
proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the
NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT -2 instructions for more information.
3. For LOMR requests, is the regulatory floodway being revised?
❑ Yes ®No
If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required
for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1 %- annual- chance floodplains [studied
Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be
found in the MT -2 Form 2 Instructions.)
4. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? ❑ Yes ® No
If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification
can be found in the MT -2 Form 2 Instructions.
FEMA Form 81 -89A, SEP 02 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 2 of 2
FEDERAL EMERGENCY MANAGEMENT AGENCY
OVERVIEW & CONCURRENCE FORM
PAPERWORK BURDEN DISCLOSURE NOTICE
O.M.B No. 3067 -0148
Expires September 30, 2005
Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions,
searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required
to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding
the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency
Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067- 0148). Submission of the form is required to
obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address.
A. REQUESTED RESPONSE FROM FEMA
This request is for a (check one):
❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or
proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72).
® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory Foodway or flood
elevations. (See Parts 60 & 65 of the NFIP Regulations.)
B. OVERVIEW
1. The NFIP map panel(s) affected for all impacted communities is (are):
Community No.
Community Name
State
Map No.
Panel No.
Effective Date
Ex: 480301
City of Katy
TX
480301
0005D
02/08/83
480287
Hams County
TX
48201C
0220G
09/28/90
0704
City of La Quinta
CA
060704
0005B
8 -19 -91
2. Flooding Source: Local Streets
3. Project Name /Identifier: La Quinta
4. FEMA zone designations affected: Ao, X (choices: A, AH, AO, Al -A30, A99, AE, AR, V, V1 -V30, VE, B, C, D, X)
5. Basis for Request and Type of Revision:
a. The basis for this revision request is (check all that apply)
® Physical Change ® Improved Methodology /Data
❑ Regulatory Floodway Revision ❑ Other (Attach Description)
Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review.
b. The area of revision encompasses the following types of flooding and structures (check all that apply)
Types of Flooding: ❑ Riverine ❑ Coastal ® Shallow Flooding (e.g., Zones AO and AH)
❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description)
Structures: ❑ Channelization ❑ Levee / Floodwal ❑ Bridge /Culvert
❑ Dam ❑ Fill ❑ Other, Attach Description
FEMA Form 81 -89, SEP 02 Overview & Concurrence Form MT -2 Form 1 Page 1 of 2
i C
C. REVIEW FEE
Has the review fee for the appropriate request category been included? ❑ Yes Fee amount: $
® No, Attach Explanation
Please see the FEMA Web site at hftp://www.fema.gov/fhm/frm—fees.shtm for Fee Amounts and Exemptions.
D. SIGNATURE
All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable
by fine or imprisonment under Title 18 of the United States Code, Section 1001.
Name:
Company: City of La Quinta
Mailing Address:
Daytime Telephone No.:
Fax No.:
E -Mail Address:
Signature of Requester (required):
Date:
As the community official responsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map
Revision (LOMR) or conditional LOMR request. Based upon the community's review, we find the completed or proposed project meets or is designed
to meet all of the community floodplain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that
all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that
the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR
65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination.
Community Official's Name and Title:
Telephone No.:
,,Community Name: City of La Quinta, CA
Community Official's Signature (required):
Date:
CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND /OR LAND SURVEYOR
This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify
elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false
statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001.
Certifier's Name: Soorgul Wardak
License No.: C52913
Expiration Date:
12-31-2006
Company Name: Psomas and Associates
Telephone No.: (714) 751 -7373
Fax No.:
(714)- 545 -8883
Signature: ��'
r`
Date: 5 -13 -04
Ensure the forms that are appropriate to your revision request are included in your submittal.
Form Name and (Number) Required if ...
® Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water - surface elevations
❑ Riverine Structures Form (Form 3) Channel is modified, addition /revision of bridge /culverts,
addition /revision of levee /floodwall, addition /revision of dam
Coastal Analysis Form (Form 4) New or revised coastal elevations
❑ Coastal Structures Form (Form 5) Addition /revision of coastal structure Seal (Optional)
❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans
FEMA Form 81 -89, SEP 02 Overview & Concurrence Form MT -2 Form 1 Page 2 of 2
C* 2004 FIood Plain Analysis within the City Of La Quinta
In 1990 a flood plain analysis was performed for the City of La Quinta, California.
Subsequently, the FIRM was revised in 1991. Most of the downtown area was in the
flood plain designated AO.
Since, 1991, the City has constructed a number of storm drains that intercept a major
portion of the storm water that contributed to the AO designation. One objective was to
minimize the flooding in the area located south of La Quinta Evacuation Channel and
between Eisenhower and Rondo Street. For this purpose, the City of La Quinta
constructed on -site retention basins to prevent the runoff from off -site areas, such as Q1
through Q9 from flowing into this area (See Figure 1). In addition to this, the city
constructed storm drains along Madrid; Coloma, Nagolas, Sonora and Sinaloa Streets,to
divert the runoff into these proposed retention basins or divert the runoff through storm
drain into La Quinta Evacuation Channel.
The City has conducted an analysis of the flood plain with the objective of determining
the benefits of the storm drain construction.
Methodology
To examine the benefits of the storm drain construction, the 1990 BEC -2 model was
•
cl reconstructed and calibrated to reproduce the same results for the 1990 model (see Table
3). The 2004 reconstructed BEC -RAS model used the same cross sections as the 1990
model. Then, the BEC -RAS model was run with reduced flows resulting from the
storm drains diversion. The flow parameters were then calculated.
The upstream flows from the Cove area are diverted by storm drains, in the streets
mentioned earlier, to detention basins on the east side of Aveneda Bermudas (the basins
are incorporated into the Tradition Golf Course). The water from the basins is then
discharged to the La Quinta Evacuation Channel and does not re -enter the study area.
The diversion of runoff from the off -site areas (i.e. Q1 through Q9) and the diversion of
runoff through the storm drains resulted in reduced Q's for water surface profile analysis.
The modified discharges used in the BBC -RAS analysis are shown in Table 2. ( see also
Table 1)
Results
The calculated flow for the study area resulted in lower water surface elevation overall.
The water depths generally less than one foot. The maximum depth of 14.3 inches is at
the intersection of Avenue 52 and Rondo Street (i.d. Station 148 +50; see Table 4 for
depths of flow). As shown in the revised flood plain map, the area downstream of Station
148 +50 is designated as AO zone, and upstream area south of La Quinta Evacuation
Channel and between Rondo and Eisenhower Street is designated as X zone.
Ce
n
Recommendation
It is recommended that a Letter of Map Amendment (LOMA) be issued to the City of La
Quinta. The LOMA should designate the area shown in Plate 1 as Flood Plain
designation X.
nz3
COZ
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C-O
Table 1
ADJUSTED PEAK DISCHARGES
THAT WERE NOT USED IN HEC -RAS ANALYSIS
The on -site area between C5 and C6 is (sq.mi)
0.2
The on -site area between C6 and C7 is sq.mi)
0.2
The on -site area between C7 and C8 is ( sq.mi )
0.2
Concentration
drainage area
Adjusted
Runoff
unit discharge q
Peak Q
Adjusted Q for
point
sq.mi)
drainage area
( inch)
q (cfs /sq.mi /in)
cfs
Area ( cfs)
s .mi
Previous stud
C1
0.46
0.46
2.9
468
624
624
C2
0.49
0.49
2.9
441
627
627
C3
0.56
0.56
2.9
434
705
705
C4
0.72
0.72
2.9
403
841
841
C5
0.82
0.82
2.9
369
877
877
C6 * *
1.51
1.02
2.9
295
1,292
873
C7
1.91
1.22
2.9
253
1,401
895
C8
2.17
1.42
2.9
-226
1,422
931
C9 **
2.23
1.48
2.9
214
1,384
931
C10 **
2.27
1.52
2.9
201
1,323
931
C11
2.77
2.02
2.9
193
1,550
1131
Note:
Ina previous study, the discharge used in HEC -2 at section located near C9 and C10, was taken 1,422 cfs
In the present study, the discharge used in HEC -RAS at section located near C11 was taken 1,131 cfs
* 'For consistency, the D/S discharges should be equal or greater than the immediate U/S discharge. The discharge used
in HEC -RAS is 877 cfs instead of 873 cfs
•
00,
•
C..
Table 2
ADJUSTED PEAK DISCHARGES USED IN HEC -RAS ANALYSIS WHICH WERE MODIFIED FOR SD FLOW
Total flow diverted from the SD system at Madrid Street is cfs
210
Total flow diverted from the SD system at Colima Street is cfs
291
Total flow diverted from the SD system at Nagoles Street is cfs
210
Total flow diverted from the SD system at Sonora Street is cfs
216
Total
927
Total flow diverted from the SD s stem at Sinaloa Street is
56
Station Number
Computed Qs
The Q's used
HEC -RAS Model (1)
in HEC -RAS
Model cfs
234 +50
106.2
105
227 +00
109.2
110
220+00
142
140
209 +50
267
270
196 +50
303
300
181 +20 [2]
303
300
168 +50
303
300
148 +50
321
320
145 +20
321
320
138 +80
321
320
134 +80
357
360
121 +70
357
360
108 +00
557
560
1 The Q's computed and used in HEC -RAS are equal to 's from the last column of Table 1, minus 's diverted
through
storm drain system from Madrid Street SD , through Sinaloa Street SD downstream.
[2] For consistency, the D/S discharges should be equal or greater than the immediate U/S discharge.
•
Ta� •
COMPARISON
BETWEEN WATER SURFACE
ELEVATION COMPUTED
BY HEC -RAS AND HEC -2
Reach
River Sta IQ
Total IMin
Ch E! JW.S.
Elev I
Crit W.S. JE.G.
Elev JE.
G. Sloe
Vel Chnl
Flow Area ITop
Width IFroude#Chl
JWSHEC-2[111
Difference
cfs
ft
(ft)
ft
(ft)
(ft/ft ) I
(ft/s)
(sq ft
ft
(ft)
(ft)
Reach 1
234.5
624
69.3
69.94
69.94
70.12
0.006746
3.36
185.64
531.76
1
69.94
0.0
Reach 1
227
627
58.2
59.06
59.06
59.3
0.006367
3.91
160.26
350
1.02
59.06
0.0
Reach 1
220
705
50.2
51.49
51.47
51.72
0.004716
3.95
189.12
383.12
0.91
51.48
0.0
Reach 1
209.5
841
45
45.79
45.79
46.03
0.006122
3.97
211.63
438.51
1.01
45.68
-0.1
Reach 1
196.5
877
40
41.09
41.14
0.001411
1.66
526.83
818.31
0.37
40.98
-0.1
Reach 1
181.2
1294
39.1
40.36
40.37
0.000303
0.69
1872.95
2073.56
0.13
40.29
-0.1
Reach 1
168.5
1401
38.1
39.7
39.72
0.000964
1.16
1211.67
1475.41
0.22
39.63
-0.1
Reach 1
148.5
1420
35
36.86
36.28
36.93
0.002163
2.08
683.71
633.79
0.35
36.82
0.0
Reach 1
145.2
1420
34.6
35.78
35.53
35.87
0.006566
2.42
586.77
994.55
0.56
35.68
-0.1
Reach 1
138.8
1420
32
32.87
32.93
0.003365
1.92
738.94
1071.94
0.41
32.83
0.0
Reach 1
134.8
1420
30.6
31.7
31.28
31.75
0.002614
1.84
772.45
991.12
0.37
31.57
-0.1
Reach 1
121.7
1420
28
29.47
28.75
29.51
0.001197
1.6
888.56
782.79
0.26
29.47
0.0
Reach 1
108
1554
24.5
25.4
25.28
25.53
0.01175
2.85
545.5
1120
0.72
25.4
0.0
[1 ] Water surface elevation from
previous HEC -2 run for FIRM
preparation
( FIRM
date August 19, 1991)
• Taf 0
SHALLOW
FLOODING
DEPTHS
AT DIFFERENT STATIONS AFTER THE DISCHARGES
WERE MODIFIED FOR
HEC -RAS RUNS
Reach
River Sta
Q Total
Min Ch El
W.S. Elev I
Crit W.S..j
E.G. Elev I
E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude # Chl
Difference ( inches)
cfs
ft
ft
ft
ft
ft/ft )
(ft/s)
(s .ft
ft
WS -Min. Chl El
Reach 1
234.5
105
69.3
69.59
69.59.
69.68
0.00846
2.34
44.93
263.11
1
3.5
Reach 1
227
110
58.2
58.64
58.64
58.74
0.007775
2.64
41.69
190.99
1
5.3
Reach 1
220
140
50.2
51.1
50.94
51.18
0.003338
2.25
62.1
191.1
0.7
10.8
Reach 1
209.5
270
45
45.43
45.43
45.58
0.007107
3.15
85.78
282.03
1.01
5.2
Reach 1
196.5
300
40
40.7
40.72
0.001343
1.22
245.98
586.92
033
8.4
Reach 1
181.2
300
39.1
39.72
39.72
01000382
0.46
658.67
1618.95
0.13
7.4
Reach 1
168.5
300
38.1
38.99
38.58
39
0.000977
0.77
388.33
874.33
0.2
10.7
Reach 1
148.5
320
35
36.19
35.75
36.21
1 0.002069
1.16
275.46
590.25
03
14.3
Reach 1
145.2
320
34.6
35.34
35.11
35.37
0.003977
1.38
231.62
624.86
0.4
8.9
Reach 1
138.8
320
32
32.37
32.23
32.4
0.005474
1.37
234.28
817.02
0.45
4.4
Reach 1
134.8
360
30.6
31.26
31.28
0.001759
0.99
365.45
888.14
0.27
7.9
Reach 9
121.7
360
28
28.67
28.39
28.69
0.002225
1.2
300.05
647.02
0.31
8.0
Reach 1
108
560
24.5
25.32
25.03
25.34
0.002602
1:23
453.57
1053.74
0.33
9.8
CATCH BASINS FLOW CAPACITY
LOCATED ALONG DIFFERENT STREETS
� lo
L�
Flow analysis of catch basins (C.B.) that discharge runoff into storm drain located
• along Nagoles Street.
Total number of C.B. with length 16 feet is 18
Total number of C.B. with length 18 feet is 10
Total number of C.B. with length 24 feet is 2
Total number of C.B. with length 9 feet is 1
Q/L =0.4 where L is the length of C.B.
Qt= 525 * 0.4 = 210 cfs
The effective diverted flow is about 60 % of the total flow
CID
�r
Flow analysis of catch basins (C.B.) that discharge runoff into storm drain located
along Sonora Street.
Total number of C.B. with length 18 feet is 6
Total number of C.B. with length 10 feet is 6
Total number of C.B. with length 21 feet is 10
Total number of C.B. with length 8 feet is 3
Total number of C.B. with length 12 feet is 5
Total number of C.B. with length 14 feet is 2
Total number of C.B. with length 25 feet is 2
00-
Q/L =0.4 where L is the length of C.B.
Qt = 540 * 0.4 = 216 cfs
The effective diverted flow is about 80 % of the total flow
r•
Flow analysis of catch basins (C.B.) that discharge runoff into storm drain located
l along Sonora Street.
Total number of C.B. with length 18 feet is
6
Total number of C.B. with length 10 feet is
6
Total number of C.B. with length 21 feet is
10
Total number of C.B. with length 8 feet is
3
Total number of C.B. with length 12 feet is
5
Total number of C.B. with length 14 feet is
2
Total number of C.B. with length 25 feet is
2
CO-
Q/L =0.4 where L is the length of C.B.
Qt = 540 * 0.4 = 216 cfs
The effective diverted flow is about 80 % of the total flow
.r
(0
� - r1
Flow analysis of catch basins (C.B.) that discharge runoff into storm drain located
along Sinaloa Street.
Total number of C.B. with length 7 feet is 7
Total number of C.B. with length 14 feet is 5
Total number of C.B. with length 12 feet is 1
Total number of C.B. with length 10 feet is 1
Q/L =0.4 where L is the length of C.B.
Qt= 141 *0.4 =56cfs
The effective diverted flow is about 100 % of the total flow
:f
s
(• Flow analysis of catch basins (C.B.) that discharge runoff into storm drain located
along Sinaloa Street.
Total number of C.B. with length 7 feet is 7
Total number of C.B. with length 14 feet is 5
Total number of C.B. with length 12 feet is 1
Total number of C.B. with length 10 feet is 1
Q/L =0.4 where L is the length of C.B.
Qt= 141 *0.4 =56cfs
�• The effective diverted flow is about 100 % of the total flow,
r
1 :....
"...." .....:...... _ .......... . ..... :...
:.......... ,............. ,...........
•----
..
.......... . .......... f........... ... .... ". .
� "" (A) DISCHARGE
......1........- p..... -. 1......5......}..... >...i .. -... ... .........._. -. - .. :
PER FOOT OF
I(
- . ..LENGTH OF
CURB OPENING. .. ... < .. .. -.` '.....
0.5
INLETS WHEN INTERCEPTING
100% OF GUTTER
FLOW
a=
.Q /L
i.
0.1
.....
..........
. ...... ..... .
........ .,.... ". - -
0.05 :..
,. . ... :. . ...... .... .. j
I
0
0.01
0.01
0.05 0.1 0.5 ( 1
DEPTH OF FLOW — y — FEET
(B) PARTIAL
INTER-
0.5
;
CEPTION
RATIO
a /yam,
FOR INLETS OF
QP
LENGTH
LESS
�Q
THAN L
o ....
0.1
0.05 0.1 LP 0.5 1
CAPACITY OF INLETS
FIGURE 5-10
5 -39
��• HEGRAS GENERATED REPORT
(FOR FLOOD PLAIN MAP]
[BETWEEN RODON]
AND
[EISENHOWER STREET]
HEC -RAS Version 3.0.1 Mar 2001
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
Davis, California 95616 -4687
(916) 756 -1104
X X
XXXXXX
XXXX
XXXX
XX XXXX
X X
X
X
X" X X
X X X
X X
X
X
X' X
X X X
XXXXXXX
XXXX
X
XXX XXXX
XXXXXX XXXX
X X
X
X
X X
X X X
X X
X
X
X X X
X X X
X X
XXXXXX
XXXX
X X
X X XXXXX
Hec -Ras Output for,Modified Discharges
PROJECT DATA
Project Title: Flood plain analy for the City La Quinta
Project File : LaQuinta.prj
Run Date and Time: 5 /12/2004 11:48:02 AM
Project in English units
PLAN DATA
Plan Title: plan for modified flow due to SD
Plan File : m: \1LAQ010100 \engr \design \hydr \LaQuinta.p02
Geometry Title: Geom. data taken from HEC -2 hard copy
Geometry File m: \1LAQ010100 \engr \design \hydr \LaQuinta.901
Flow Title Flow data was modified for SD extraction
Flow File m: \1LAQ010100 \engr \design \hydr \LaQuinta.f02
Plan Summary Information:
Number of: Cross Sections = 13 Mulitple Openings = 0
Culverts = 0 Inline Weirs = 0
Bridges = 0
Computational Information
Water surface calculation tolerance = 0.01
Critical depth calculaton tolerance = 0.01
Maximum number of'interations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Flow data was
modified for SD extraction
Flow File : m: \lLAQ010100 \ehgr \design \hydr \LaQuinta.f02
Flow Data (cfs)
River
Reach
RS
PF 1
Major
Flow
PathsReach 1
234.5
105
Major
Flow
PathsReach 1
227
110
Major
Flow
PathsReach 1
220
140
Major
Flow
PathsReach 1
209.5
270
Major
Flow
PathsReach 1
196.5
300
Major
Flow
PathsReach 1
181.2
300
Major
Flow
PathsReach 1
168.50
300
Major
Flow
PathsReach 1
148.5
320
Major
Flow
PathsReach 1
145.2
320
Major
Flow
PathsReach 1
138.8
320
Major
Flow
PathsReach 1
134.8
360
Major
Flow
PathsReach 1
121.70
360
Major
Flow
PathsReach 1
108.00
560
Boundary Conditions
River
Reach
Profile
Upstream
Major
Flow
PathsReach 1
PF 1
GEOMETRY DATA
Geometry Title: Geom. data taken from HEC -2 hard copy
Geometry File m: \1LAQ010100 \engr \design \hydr \LaQuinta.g01
CROSS SECTION RIVER: Major Flow Paths
REACH: Reach 1 RS: 234.5
INPUT
Description:
Station Elevation Data hum= 6
Downstream
Normal S = .0026
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 70 75
69.3
210
69.4
345
69.9
450
69.5
550 70
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0. .018 0
.018
550
.018
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
0 550
..750
750
750
.3
.4
CROSS SECTION RIVER: Major
Flow
Paths
REACH: Reach 1
RS: 227
INPUT
Description:
Station Elevation Data
num=
3
Sta Elev Sta
Elev
Sta
Elev
0 59 140
58.2
350
59
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .018 0
.018
350
.018
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
0 350
700
700
700
.3
.4
CROSS SECTION RIVER:
Major
Flow
Paths
REACH: Reach 1
RS: 220
INPUT
Description:
Station Elevation Data
num=
6
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 51.3 100
51.2
235
51
300
50.2
390
51.6
540 51.9
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .018 100
.018
390
.018
Bank Sta: Left Right
Lengths:
Left Channel
Right
Coeff
Contr..
Expan.
100 390
1050
1050
1050
.3
.4
CROSS SECTION RIVER:
Major
Flow
Paths
REACH: Reach 1
RS: 209.5
INPUT
Description:
Station Elevation Data
num=
6
Sta Elev - Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0. 50 50
46.7
220
45.1
385
45
500
45.6
725 46.1
Manning's n Values
num= 3
Sta n' Val Sta
n Val Sta
n Val
0 .018 50
.018 725
.018
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan..
50 725
1300
1300
1300
.3
.4
CROSS SECTION RIVER: Major Flow
Paths
REACH: Reach 1
RS: 196.5
INPUT
Description:
Station Elevation Data
num= 10
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
Sta
Elev
0 45.9 150
40 290
43.9
390
40
600
40
850 43.2 1000
41 1230
40.3
1330
40.5
1870
44
Manning's n Values
num= 3
Sta n Val Sta
n Val Sta
n Val
0 .025 0
025 1870
.025
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
0 1870
1530
1530
1530
.3
.4
CROSS SECTION RIVER:
Major Flow
Paths
REACH: Reach 1
RS: 181.2
INPUT
Description:
Station Elevation Data
num= 7
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
Sta
Elev
0 43 20
40 470
39.2
1110
39.3
1400
39.1
1700 39.5 2110
40.4
Manning's n Values
num= 3
Sta n Val Sta
n Val Sta
n Val
0 .035 20
.035 2110
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
20 2110
1250
1250
1250
.3
.4
CROSS SECTION RIVER: Major Flow
Paths
REACH: Reach 1
RS: 168.50
INPUT
Description:
Station Elevation Data
num= 7
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
Sta
Elev
0 45 240
40 670
39.3
1120
38.1
1400
38.6
1600 38.8 2100
40.3 '
Manning Is n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .035 240
.035
2100
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff Contr.
Expan.
240 2100
2000
2000
2000
.3
.4
CROSS SECTION RIVER: Major
Flow
Paths
REACH: Reach 1
RS: 148.5
INPUT
Description:
Station Elevation Data
num=
7.
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev Sta
Elev
0 40 1100
39
2400
38.6
2500
35 2800
36,
3050 36 3200
40
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .035 1100
.035
3200
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff Contr.
Expan.
1100" 3200
300
300
300
.3
.4
CROSS SECTION RIVER: Major
Flow
Paths
REACH: Reach 1
RS: 145.2
INPUT
Description:
Station Elevation Data
num=
4
Sta Elev. Sta
Elev,
Sta
Elev
Sta
Elev
1600 36 1850
34.6
2780
36
3000.
38
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
1600 .035 1600
.035
2780
.035
Bank Sta: Left Right
Lengths:
Left Channel
Right
Coeff Contr.
Expan.
1600 2780
640.
640
640
.3
.4
CROSS SECTION RIVER: Major
Flow
Paths
REACH: Reach 1
RS: 138.8
INPUT
Description:
Station Elevation Data
num=
5
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev Sta
Elev
0 35 210
32.6
800
32
1250
32 1270
34.2
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .035 0
.035 1270
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
0 1270
400
400
400
.3
.4
CROSS SECTION RIVER: Major Flow
Paths
REACH: Reach 1
RS: 134.8
INPUT
Description:
Station Elevation Data
num= 5
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
Sta
Elev
2350 32.23 2650
30.7 3100
31
3400
30.6
3500
33
Manning's n Values
num= 3
Sta n Val Sta
n.Val Sta
n Val
2350 .035 2350
.035 3500
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
2350 3500
1310
1310
1310
.1
.3
CROSS SECTION RIVER: Major Flow
Paths
REACH: Reach 1
RS: 121.70
INPUT
Description:
Station Elevation Data
num= 6
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
Sta
Elev
950 31.9 1000
28.3 1450
28
1650
28.7
1700
28.7
1900 31
Manning's n Values
num= 3
Sta n Val Sta
n Val Sta
n Val
950 .035 950
.035 1900
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
950 1900
1370
1370
1370
.3
.4
CROSS SECTION RIVER: Major Flow
Paths
REACH: Reach 1
RS: 108.00
INPUT
Description: The most D/S
Section
Station Elevation Data
num= 6
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
Sta
Elev
250 28 290
26.5 1070
25.8
1400
25.2
2200
24.5
2550 26
Manning's n Values
num= 3
Sta n Val Sta
n Val Sta
n Val
250 .035 250
.035 2550
.035
' • .I F
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
250 2550 0 0 0 .3 .4
SUMMARY OF MANNING'S N VALUES
River:Major Flow Paths
Reach River Sta
Reach
1 234.5
Reach
1 227
Reach
1 220
Reach
1 209.5
Reach
1 196.5
Reach
1 181.2
Reach
1 168.50
Reach
1 148.5
Reach
1 .145.2
Reach
1 138.8
Reach
1 134.8
Reach
1 121.70
Reach
1 108.00
SUMMARY OF REACH LENGTHS
River: Major Flow Paths
Reach River Sta
Reach
1 234.5
Reach
1 227
Reach
1 220
Reach
1 209.5
Reach
1 196.5
Reach
1 181.2
Reach
1 168.50
Reach
1 148.5
Reach
1 145.2.
Reach
1 138.8
Reach
1 134.8
Reach
1 121.70
Reach
1 108.00
nl
n2
n3
.018
.018
.018
.018
.018
.018
.018
.018
.018
.018
018
.018
.025
.025
.025
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
.035
Left
Channel
Right
750
750
750
700
700
700
1050
1050
1050
1300
1300
1300
1530
1530
1530
1250
1250
1250
2000
2000
2000
300
300
300
640
640
640
400
400
400
1310
1310
1310
1370
1370
1370
0
0
0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
•
River: Major Flow Paths
Reach
River Sta.
Contr.
Expan.
Reach
1
'234.5
.3
.4
Reach
1
227
.3
.4
Reach
1
220
.3
.4
Reach
1
209.5
.3
.4
Reach
1
196.5
.3
.4
Reach
1
181.2
.3
.4
Reach
1
168.50
.3
.4
Reach
1
148.5
.3
.4
Reach
1
145.2
.3
.4
Reach
1
138.8
.3
.4
Reach
1
134.8
.1
.3
Reach
1
121.70
.3
.4
Reach
1
108.00
.3
.4
Profile Output Table - Standard Table 1
Reach
River Sta
Q Total
Min Ch E1
W. S. Elev
Crit W. S.
E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude #
Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft /ft)
(ft /s)
(sq ft)
(ft)
Reach
1
234.5
105.00
69.30
69.59
69.59
69.68
0.008460
2.34
44.93
263.11
1.00
Reach
1
227
110.00
58.20
58.64
58.64
58.74
0.007775
2.64
41.69
190.99
1.00
Reach
1
220
140.00
50.20
51.10
50.94
51.18
0.003338
2.25
62.10
191.10
0.70
Reach
1
209.5
270..00
45.00
45.43
45.43
45.58
0.007107
3.15
85.78
282.03
1.01
Reach
1
196.5
300.00
40.00
40.70
40.72
0.001343
1.22
245.98
586.92
0.33
Reach
1
181.2
300.00
39.10
39.72
39.72
0.000382
0.46
658.67
1618.95
0.13
Reach
1
168.50
300.00
38.10
38.99
38.58
39.00
0.000977
0.77
388.33
874.33
0.20
Reach
1
148.5
320.00
35.00
36.19
35.75
36.21
0.002069
1.16
275.46
590.25
0.30
Reach
1
145.2
320.00
34.60
35.34
35.11
35.37
0.003977
1.38
231.62
624.86
0.40
Reach
1
138.8
320.00
32.00
32.37
32.23
32.40
0.005474
1.37
234.28
817.02
0.45
Reach
1
134.8
360.00
30.60
31.26
31.28
0.001759
0.99
365.45
888.14
0.27
Reach
1
121.70
360.00
28.00
28.67
28.39
28.69
0.002225
1.20
300.05
647.02
0.31
Reach
1
108.00
560.00
24.50
25.32
25.03
25.34
0.002602
1.23
453.57
1053.74
0.33
0
•
Profile Output Table - Standard Table 2
Reach
River Sta
E.G. Elev
W.S. Elev
(ft)
(ft)
(ft)
(ft)
Reach
1 234.5
69.68
69.59
Reach
1 227
58.74
58.64
Reach
1 220
51.18
51.10
Reach
1 209.5
45.58
45.43
Reach
1 196.5
40.72
40.70
Reach
1 181.2
39.72
39.72
Reach
1 168.50
39.00
38.99
Reach
1 148.5
36.21
36.19
Reach
1 145.2
35.37
35.34
Reach
1 138.8
32.40
32.37
Reach
1 134.8
31.28
31.26
Reach
1 121.70
28.69
28.67
Reach
1 108.00
.25.34
25.32
Vel Head
Frctn Loss
C & E Loss
(ft)
(ft)
(ft)
0.08
6.07
0.01
0.11
3.25
0.01
0.08
5.58
0.02
0.15
3.26
0.05
0.02
0.99
0.01
0.00
0.72
0.00
0.01
2.78
0.00
0.02
0.84
0.00
0.03
2.97
0.00
0.03
1.11
0.01
0.02
2.58
0.00
0.02
3.35
0.00
0.02
Q Left Q Channel
(cfs) (cfs)
105.00
110.00
140.00
270.00
300.00
300.00
300.00
320.00
320.00
320.00
360.00
360.00
560.00
Q Right Top Width
(cfs) (ft)
263.11
190.99
191..10
282.03
586.92
1618.95
874.33
590.25
624.86
817.02
888.14
647.02
1053.74
•
HEC -RAS GENERATED REPORT
[ FOR RE- PRODUCING HEC -2 RESULTS]
c..
m
HEC -RAS Version 3.0.1 Mar 2001
U.S. Army Corp of Engineers
Hydrologic Engineering Center
609 Second Street, Suite D
Davis,' California 95616 =4687
(916) 756 -1104
X ^ X xxxxxx xxxx xxxx xx } xxx
X X X X X X X X X X
X X X X X X X X X
XXXXXXX XXXX X XXX XXXX XXXXXX XXXX
X X X X X X X X X
X X X X X X X X X X
X X XXXXXX . X= X X X X XXXXX
Output for re- producing HEC -2 water surface elevation
PROJECT DATA
Project Title: Flood plain analy for the City La Quinta
Project File : LaQuinta.prj
Run Date and Time: 5/12/2004 5:14:18 PM
Project in English units
Project Description:
.PLAN DATA
Plan Title: Plan to re- produce HEC -2 values
Plan File m: \lLAQ010100 \engr \design \hydr \LaQuinta.p04
Geometry Title: Geom. data taken from HEC -2 hard copy
Geometry File m: \iLAQ010100 \engr \design \hydr \LaQuinta.g01
Flow Title Flow data taken from HEC2 (original)
Flow File m: \lLAQ010100 \engr \design \hydr \LaQuinta.f03
Plan Summary Information:
Number of: Cross Sections = 13 Mulitple Openings = 0
Culverts = 0 Inline Weirs = 0
Bridges = 0
Computational Information Y
Water surface calculation tolerance = 0.01
Critical depth calculaton tolerance = 0.01
Maximum number of interations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computation Options
Critical depth computed only where necessary
Conveyance Calculation Method: At breaks in n values only
Friction Slope Method: Average Conveyance
Computational Flow Regime: Subcritical Flow
FLOW DATA
Flow Title: Flow data taken
from HEC2 (original)
Flow File : m: \1LAQ010100 \engr \design \hydr \LaQuinta.f03
Flow Data (cfs)
River
Reach
RS
PF 1
Major
Flow
PathsReach
1
234.5
624
Major
Flow
PathsReach
1
227
627
Major
Flow
PathsReach
1
220
705
Major
Flow
PathsReach
1
209.5
841
Major
Flow
PathsReach
1
196.5
877
Major
Flow
PathsReach
1
181.2
1294
Major
Flow
PathsReach
1
..168.50
1401
Major
Flow
PathsReach
1
148.5
1420
Major
Flow
PathsReach
1
145.2
1420
Major
Flow
PathsReach
1
138.8
1420
.Major
Flow
PathsReach
1
134.8
1420
Major
Flow
PathsReach
1
121.70
1420
Major
Flow
PathsReach
1
108.00
1554
Boundary Conditions
River Reach Profile
Major F1ow,PathsReach 1 PF I
GEOMETRY DATA
Geometry Title: Geom. data taken from HEC -2 hard copy
Geometry File m: \iLAQ010100 \engr \design \hydr \LaQuinta.g01
CROSS SECTION RIVER: Major Flow Paths
Upstream Downstream
Known WS = 25.4
REACH: Reach 1 RS: 234.5
INPUT
Description:
Station.Elevation Data num= 6
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev Sta
Elev
0 70 75
69.3
210
69.4
345
69.9 450
69.5
550 70
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .018 0
.018
550
.018
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff Contr.
Expan.
0 550
750
750
750
.3
.4
CROSS SECTION - RIVER: Major
Flow Paths
REACH: Reach 1
RS: 227
INPUT
Description:
Station Elevation Data
num=
3
Sta Elev Sta
Elev
Sta
Elev
0 59 140
58.2
350
59
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .018 0
.018
350
.018
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff Contr.
Expan.
0 350
700
700
700
.3
.4
CROSS SECTION RIVER: Major
Flow
Paths
REACH: Reach 1
RS: 220
INPUT
Description:
Station Elevation Data
num=
6
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev Sta
Elev
0 51.3 100
51.2
235
51
300
50.2 390
51.6
540 51.9
manning Is n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .018 100
.018
390
.018
Bank Sta: Left Right
Lengths:
Left
Channel
Right
Coeff Contr.
Expan.
100 390
1050
1050
1050
.3
.4
CROSS SECTION _..RIVER:
Major Flow
Paths
REACH: Reach 1
RS: 209.5
INPUT
Description:
Station Elevation Data
num=
6
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 50 50
46.7
220
45_.1
385
45
500
45.6
725 46.1
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .018 50
.018
725
.018
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
50 725
1300
1300
1300
.3
.4
CROSS SECTION RIVER: Major
Flow
Paths
REACH: Reach 1
RS: 196.5
INPUT
Description:
Station Elevation Data
num=
10
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 45.9 150
40
290
43.9
390
40
600
40
850 43.2 1000
41
1230
40.3
1330
40.5
1870
44
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .025 0
.025
1870
.025
Bank Sta: Left Right
Lengths:
Left Channel
Right
Coeff
Contr.
Expan.
0 1870
1530
1530
1530
.3
.4
CROSS SECTION RIVER:
Major
Flow
Paths
REACH: Reach 1
RS: 181.2
INPUT
Description: -
Station Elevation Data
num=
7
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev .
0 . 43 20
40
470
39.2
1110
39.3
.1400
39.1
1700 39.5 2110
40.4
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
0 .035 20
.035
2110
.035
Bank Sta: Left Right
Lengths:
Left Channel
Right
Coeff
Contr.
Expan.
20 2110
1250
1250
1250
.3
.4
CROSS SECTION RIVER: Major Flow
Paths
REACH: Reach 1
RS: 168.50
INPUT
Description:
Station Elevation Data
num= 7
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
Sta
Elev
0 45 240
40 670
39.3
1120
38.1
1400
38.6
1600 38.8 2100
40.3
Manning's n Values
num= 3
Sta n Val Sta
n Val Sta
n Val
0 .035 240
.035 2100
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
240 2100
2000
2000
2000
.3
.4
CROSS SECTION RIVER: Major Flow
Paths
REACH: Reach 1
RS: 148.5
INPUT
Description:
Station Elevation Data
num= 7
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
Sta
Elev
0 40 1100
39 2400
38.6
2500
35
2800
36
3050 36 3200
40
Manning's n Values
num= 3
Sta n Val Sta
n Val Sta
n Val
0 .035 1100
.035 3200
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
1100 3200
300
300
300
.3
.4
CROSS SECTION RIVER:
Major Flow
Paths
REACH: Reach 1
RS: 145.2
INPUT
Description:
Station Elevation Data
num= 4
Sta Elev Sta
Elev Sta
Elev
Sta
Elev
1600 36 1850
34.6 2780
36
3000
38
Manning's n Values
num= 3
Sta n Val Sta
n Val Sta
n Val
1600 .035 1600
.035 2780
.035
Bank Sta: Left Right
Lengths: Left
Channel
Right
Coeff
Contr.
Expan.
1600 2780
640
640
640
.3
.4
CROSS SECTION RIVER: Major Flow
Paths
REACH: Reach 1
RS: 138.8
INPUT
Description:
Station Elevation Data
num= 5
CROSS SECTION RIVER: Major Flow Paths
REACH: Reach 1 RS: 108.00
INPUT
Description: The most D/S Section
Station Elevation Data num= 6
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
250 28 290 26.5 1070 25.8 1400 25.2 2200 24.5
2550 26
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
0 35 210
32.6
800
32
1250
32
1270
34.2
Manning's n Values
num=
3
.Sta n Val Sta
n Val
Sta
n Val
0 .035 0
.035
1270
.035
Bank Sta: Left Right
Lengths: Left Channel
Right
Coeff
Contr.
Expan.
0 1270
400
400
400
.3
.4
CROSS SECTION RIVER: Major
Flow
Paths
REACH: Reach 1
RS: 134.8
'INPUT
Description:
Station Elevation Data
num=
5
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
2350 32.23 2650
30.7
3100
31
3400
30.6
3500
33
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
2350 .035 2350
.035
3500
.035
Bank Sta: Left Right
Lengths:
Left Channel
Right
Coeff
Contr.
Expan.
2350 3500
1310
1310
1310
.1
3
CROSS SECTION RIVER:
Major
Flow
Paths
REACH: Reach 1
RS: 121.70
INPUT
Description:
Station Elevation Data
num=
6
Sta Elev Sta
Elev
Sta
Elev
Sta
Elev
Sta
Elev
950 31.9 1000
28.3
1450
28
1650
28.7
1700
28.7
1900 31
Manning's n Values
num=
3
Sta n Val Sta
n Val
Sta
n Val
950 .035 950
.035
1900
.035
Bank Sta: Left Right
Lengths:
Left
Channel
Right.
Coeff
Contr.
Expan.
950 1900
1370
1370
1370
.3
.4
CROSS SECTION RIVER: Major Flow Paths
REACH: Reach 1 RS: 108.00
INPUT
Description: The most D/S Section
Station Elevation Data num= 6
Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev
250 28 290 26.5 1070 25.8 1400 25.2 2200 24.5
2550 26
SUMMARY OF REACH
LENGTHS
River:
Major Flow
Paths
Reach
River Sta.
Left
Manning's n Values num=
3
Reach
1
234.5
750
Sta n Val
Sta n Val
Sta
n Val
227
700
700
250 .035
250 .035
2550
.035
1050
1050
1050
Bank Sta: Left
Right Lengths:
Left Channel
Right
Coeff
Contr. Expan.
250
2550
0
0
0
1530
.3 .4
SUMMARY OF MANNING'S N VALUES
181.2
1250
1250
1250
Reach
River:Major Flow
Paths
2000
2000
2000
Reach
1
Reach
River Sta.
nl
300
n2
n3
145.2
Reach 1
234.5
640
.018
.018
.018
400
Reach 1
227
Reach
.018
.018
.018
1310
Reach 1
220
1
.018
.018
.018
1370 =
Reach 1'
209.5
108.00
.018
.018
.018
Reach 1
196.5
.025
.025
.025
Reach 1
181.2
.035
.035
.035
Reach 1
168.50
.035
.035
.035
Reach 1
148.5
.035
.035
.035
Reach 1
145.2
.035
.035
..035
Reach 1
138.8
.035
.035
.035
Reach 1
134.8
.035
.035
.035
_
Reach 1
121.70
.035
.035
.035
Reach 1
108.00
.035
.035
.035
SUMMARY OF REACH
LENGTHS
River:
Major Flow
Paths
Reach
River Sta.
Left
Channel
Right
Reach
1
234.5
750
750
750
Reach
1
227
700
700
700
Reach
1
220
1050
1050
1050
Reach
1
209.5
1300
1300
1300
Reach
1
196.5
1530
1530
1530
Reach
1
181.2
1250
1250
1250
Reach
1
168.50
2000
2000
2000
Reach
1
148.5
300
300
300
Reach
1
145.2
640
640
640
Reach
1
138.8
400
400
400
Reach
1
134.8
1310
1310
1310
'Reach
1
121.70
1370
1370
1370 =
Reach
1
108.00
0
0
0
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: Major Flow Paths
Reach
River Sta.
Contr.
Expan.
Reach 1
234.5
.3
4
Reach 1
227
.3
.4
Reach 1
220
.3
.4
Reach 1
209.5
.3
.4
Reach 1
196.5
.3
.4
Reach 1
181.2
.3
.4
Reach 1
168.50
.3
.4
Reach 1
148.5
.3
.4
Reach.l
145.2
.3
.4
Reach 1
138.8
.3
.4
Reach 1
134.8
.1
.3
Reach 1
121.70
.3
.4
Reach 1
108.00
.3
.4
Profile Output
Table
- Standard
Table 1
Reach
River
Sta.
Q Total
Min Ch E1
W.S. Elev
Crit W.S.
E.G. Elev
E.G. Slope
Vel Chnl
Flow Area
Top Width
Froude # Chl
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft /ft)
(ft /s)
(sq ft)
(ft)
Reach 1
234.5
624.00
69.30
69.94
69.94
70.12
0.006746
3.36
185.64
531.76
1.00
Reach 1
227
627.00
58.20
59.06
59.06
59.30
0.006367
3.91
160.26
350.00
1.02
Reach 1
220
705.00
50.20
51.49
51.47
51.72
0.004716
3. -95
189.12
383.12
0.91
Reach 1
209.5
841.00
45.00
45.79
45.79
46.03
0.006122
3.97
211.63
438.51
1.01
Reach 1
196.5
877.00
40.00
41.09
41.14
0.001411
1.66
526.83
818.31
0.37
Reach 1
181.2
1294.00
39.10
40.36
40.37
0.000303
0.69
1872.95
2073.56
0.13
Reach 1
168.50
1401.00
38.10
39.70
39.72
0.000964
1.16
1211.67
1475.41
0.22
Reach 1
148.5
1420.00
35.00
36.86
36.28
36.93
0.002163
2.08
683.71
633.79
0.35
Reach 1
145.2
1420.00
34.60
35.78
35.53
35.87
0.006566
2.42
586.77
994.55
0.56
Reach 1
138.8
1420.00
32.00
32.87
32.93
0.003365
1.92
738.94
1071.94
0.41
Reach 1
134.8
1420.00
30.60
31.70
31.28
31.75
0.002614
1.84
772.45
991.12
0.37
Reach 1
121.70
1420.00
28.00
29.47
28.75
29.51
0.001197
1.60
888.56
782.79
0.26
Reach 1
108.00
1554.00
24.50
25.40
25.28
25.53
0.011750
2.85
545.50
1120.00
0.72.
Profile Output
Table - Standard
Table 2
Reach
River Sta
E.G.,Elev
W.S. Elev
Vel Head
Frctn Loss
C & E Loss
Q Left
Q Channel
Q Right
Top Width
(ft)
(ft)
(ft)
(ft)
(ft)
(cfs)
(cfs)
(cfs)
(ft)
Reach 1
234.5
70.12
69.94
0.18
4.91
0.02
624.00
531.76
Reach 1
227
59.30
59.06
0.24
3.78
0.00
627.00
350.00
Reach 1
220
51.72
51.49
0.23
5.68
0.00
53.56
651.44
3'83.12
Reach 1
209.5
46.03
45.79
0.25
3.30
0.08
841.00
438.51
Reach 1
196.5
41.14
41.09
0.04
0.76
0.01
877.00
818.31
Reach 1
181.2
40.37
40.36
0.01
0.64
0.00
0.10
1293.90
2073.56
.
Reach 1
168.50
39.72
39.70
0.02
2.78
0.01
1401.00
1475.41
Reach 1
148.5
36.93
36.86
0.07
1.05
0.01
1420.00
633.79
Reach 1
145.2
35.87
35..78
0.09
2.93
0.01
1420.00
994.55
Reach 1
138.8
32.93
32.87
0.06
1.18
0.00
1420.00
1071.94
Reach'1
134.8
31.75
31.70
0.05
.2.23
0.00
1420.00
991.12
Reach 1
121.70
29.51
29.47
0.04.
3.95
0.03
1420.00
782.79
Reach 1
108.00
25.53
25.40
0.13
1554.00
1120.00
Previous Effective Hydrology
And
HEC -2 Analysis
� C-1 I
L \.I
WATER SURFACE PROFILES
.VERSION OF NOVEMBER 1976
.UPDATED APRIL 1980.
HP =UX VERSION JUNE 1985
Mon Jun 11 14:31:10 PDT 1990
X X XXXXXXX XXXXX
X X X X X
X X X. X
XXXXXXX XXXX X
X X X X
X X X X X
X• X XXXXXXX XXXXX
U:S. ARMY C
Aff-f �0toti f # 24 THE HYDROLO .
* '609 SECOND
* DAVIS, CALI
*.
(§16)'440-2
* * * * * * * * * * * * **
XXXXX
XXXXX
X X
X
XXXXX
X
x
XXXXXXX
C a4p '�y
i
1
HEC2 RELEASE DATED NOV 76 UPDATED APRI 1980.
ERROR CORR - 01,.02,03,04
MODIFICATION - 50151,"52,53,54
L East la quinta
>. Improved condi-
3 100 -year flood
L ICHECK INQ
.0. 0:
NPROF IPLOT
t�•
flood insurance study- case.6x (center /main channel)
tion,;eff.ective ch width in street area is reduced to half
event,topo updated on 9- 30- 88;Peak Q revised on 6-5-90 -
NINV IDIR STRT METRIC HVINS Q
.0. 0. .000000 .00 1.5 5.
PRFVS XSECV XSECH FN ALLDC IBW
1 -1.000 .000- - 1..000 .000 .000 .000 - 1..000 .000
I:
L
2
2
2
1
R
2
. 0 3.5
108.000
28-.000
26._000
1420.000
.035 .035 .300 .400 .000 .000
WSEL . FQ '
25.400 :000
CHNIM ITRACE
.000 .000
.000
M
6.000
2.50 O-QD
2550.000
.000
.000
.000.
.000
.00
'.000
2.6..500
290.000.
25.800
1070.000
2_P ..2
1400.000
^
24 „.500
2550.000
.000
.000
.0.00.
.000
.000
.000
.00
.000
.000
.000
.000
.000
.000
.000
.00
121.700
6.000
3.1.900
950.000
31.0
_
OX00-
.030
.030
1420.000
.000
950.000
1900.000
2-8.300
1000.000.
.000
.000
.030
.000
.000
.000
13.4.800 5.000 23`SiL._Q00 35� 00.000
32.230 2350.000 30.700 .2650.000
1370.000 1370.000
28._'000 1450.000
.000 000
.000 .000
..000 .000
1310.'000 1310.000
- 31:000 3100.000
1370.000
.000
2_8.700
1650
.000
.000
.000
.000
.000
.000
1310.000 1 .000
30.600 - 3400.000
.00
28. 70
.00
1% . 00
.00
.00
"33.00 b--o
1 138.800 5.000 .000, 127.0.000 400.000 400.000 400.000 .000 .00
3 �0
800.000-
32.000
1250.000
• 34.20
R
'35.6
.000
32.60.0-
21.0.000
36.000
2780.000
38.000
-3000.0'00
'.00
1
145:200
4.000
1600.000
2780.000
R'
36.000 .1600.000
300.000
34:600
.1850.000
2
1420.000
.000
.000
.000
1
148.500
7.000
11.0..000
3200.000
R
40.0010
..000
39..000
1100.000
R
36.000
3050- -000
40.000 -_-
3200'..000
2
1401.000
.000
.000
.000
3 �0
800.000-
32.000
1250.000
• 34.20
640.000
640.000
640.000
.000
.00
36.000
2780.000
38.000
-3000.0'00
'.00
..000
.000
.000
.000
.00
300.000
300.000
300.000
.000
.00
38.600
2400.000
35.000
2500.000
36.00
.000
.000
.000
.000
.00
.000
.000
.000
.000
.00
:1
168.500
7.000
240:000
2100.000
2000.000
2000.000
2000.000
.000
.00 .
R
45.000
.000
40.00'0
240.000
39.300
670.000
38.100
1120.000
3L-60
R
38 8-
1600.0'00
40.300
2100.000
.000
.000
.00.0
.000
.00
.2
1294.000-
.000
.000
.000
.000
.000
.000
.000
..00
1
181.200
7.000
20.000
.2110.000
1250.000
.1250.000
1250.000
.000
.00
.R.
.000
40.000
20.000
39.200
470.000
39.300
1110.000
39.10
R
.500
700.000
0400
2110.000
.000
.000
.000
.000
0
2
877.000'
.000
.000
.000
.000
.000
.000
.000
.00
C
.-025
.025
.025
.000
.000
.000
.000
.000
.00.
:1
196.500
10.000
.000
1870.000
1.530.000
1530.000
1530.000
.000
.00
R
45.900
..000
40.000
150.000
43.900
290.000
40.000
a2.0- 00
40.,00
R
43.200
850.000
41.000
1000.000
40.300
1230.000
40.500
1330.000
00w
2
841.0.00
.000
.000
.000
.000
.000
.000
.000
.00
C
.018
.018
.018
.000
.00.0
.000
.000
.000
.00
:l
209.500
6.000
50.000
725.000
1300.000
1300.000
1300.000
.000
.00
R
50.000
.000
46.700
50.000
45.100
220.000
45.000
385_.000
45.60
R6.�00
725.000
.000
.000
'.000
.000
.000
.00.Or
:'00
:2-
705.000
.000
.000'
.000
.000
.000
.000
.000
.00
:1
220.000
6.000
100.000
3.OQ
1090.000
1050.000
1050.000
.000
.00
R
51.300
.000
51.2.00
100.000
51.000
235.000
50.200
300.000
51.60
R
51.900
540.000
.000
.000
.000
.000
.000
.000
00
:2
627.000
.000
.000
.000
.000
.000
.000
.000
.00
:1
227'.000
3.000
.0.00
350.000
700.000
700.000
700.000
.000
.00
R
59.000
.000
58.200
140.000
59.000
350.000
.000
.000
.00
:2
624.000
.000
.000
.000
.000
.000
.000
.000
.00
:1
234.500
6.000
.000
550.000
750.000
750.000
75.0.000
.000
.00
R
10.000
.000
69.300
75.000
69.400
210.000
69.900
345.000
69.50
R
70.000
550..000
.000
.000
.000
.0'00
.000
.000
.00
y
0
0
0
0
0
0
6
0
0
SECNO DEPTH
CWSEL"
CRIWS
WSELK
EG HV
HL
OLOSS
BANK.ELEV
Q QLOB
QCH
QROB
ALOB
ACH AROB
VOL
TWA LEFT /RIGHT
TIME VLOB
VCH
VROB
XNL
XNCH XNR'
WTH
ELMIN
SSTA
SLOPE XLOBL
XLCH
XLOBR
ITRIAL
IDC. ICONT
CORAR'"
TOPWID
ENDST
PROF 1
RITICAL DEPTH TO BE
CALCULATED AT ALL
CROSS SECTIONS
CHV= .300 CEHV=
.400
SECNO 108.000'
108.00 .90
25.40
25.38
25.40
25.61
.21
.00
.00
78.00
1554. 0.
1554.
0.
0.
.420.
0.
0.
0.
26.00
.00 .00
3.70
.00
.035
.03.5
.035
.000
24.50
1290.00
.022323 0.
0.
0.
0
4
0
.00
940.00
2230.00
SECNO 121.700
121.70 1.47
29.47
28.76
.00
29.50
.03
3.83
.05
31.90
1420. 0.
1420.
0.
0.
1002.
0.
22.
29.
31.00
.27 .00
1.42
.00
.035
.035
.035
.035
28.00
98.3.73
.000961 1370.
1370.
1370.
5
15
0•
.00
896.33
1880.06
' SECNO 134.800
134.80 .97
31.57
31.28
.00
31.64
.07
2.12
.02
32.23
1420. 0.-
1420.
0.
0.
648.
0.
470'
57.
33.00
.43 .00
2.19
.00
.03'0
.030
.030•
.033
30:60
2479.51
.003304 1310.
1310.
131.0..
4
14
0,
.00
960.89
3440.40
rSECNO 138.800
138.80 .83
32.83
32.55
.00
3.2.90
.06
1.25
.00
35.00
1420. 0.
1420.
0.
0.
700.
0.
53.
66.
34.20
.49 .00
2.03
.00
.030
.030
.030
.032
32.00
189.19
.002947 400.
.400.
400.
3
11
0
.00
1068.43
1257.62
tSECNO 145.200
145.20 1.08
35.68
35.53
.00
35.81
.13
2.89
.03
36.00
1420. 0.
1420.
0.
0.
491.
0.
62.
81.
36.0.0
:55
00'
04-0.
2.89-
.00
.030
.0301'
•
.030-
.032
34.60
1657.23 •
.00775'3
-640.
640:
4
8
0
.00
909.88
2567.11
SECNO 148.500
148.50
1.82
36.82
36.32
.00
36.89
.08
1.07
.02
39.00
1420.
0.
.1420.
0.
0.
63.3.
0.
66.
86.
40.00
.59
.00
2.24
.00
.030
.030
.030
.032
35.00
2449.50
.002040
300..
300.
300.
4
11
0
.00
631.17
3080.67
SECNO DEPTH
CWSEL
CRIWS
WSELK
EG HV
HL
OLOSS
BANK ELEV
Q . QLOB
QCH
QROB
ALOB
ACH AROB
VOL
TWA LEFT /RIGHT
TIME VLOB
VCH
VROB
XNL
XNCH XNR
WTN
ELMIN
SSTA
SLOPE XLOBL
XLCH
XLOBR
ITRIAL
IDC ICONT
CORAR
TOPWID
ENDST
3ECNO 168.500
168.50 1.53.
39.63
39.02
.00
39.66
.03
2.75
.02
40.00
1401. 0.
1401.
0.
0.
1079.
,0:
105.
133.
40.30
1.02 .00
1.30
.00
.030
.030
.030
A31
38.10
464.63
.000986 2000.
2000..
2000.
5
8
0
,.00
1413.47
1878.11
SECNO 181.200
181.20 1.19
40.29
39.57
.00
40.30
.01
.63
.01
40.00
1294.. 0'.
1294.
0.
0.
1710.
0.
145.
182.
40.40
1.47 .23
.76
.00
.030
.030
.030
.031
39.10
18.11
.060295 1250.
1250.
1250.
2
17
0
.00
2038.85
2056.96
SECNO 196.500
265 DIVIDED FLOW
196.50 .98
40.98
4.0.55
.00
41.02
.04
.71
.01
45.90
877. 0.
877.
0.
0.
565.
0.
185.
234.
44.00
1.75 .00
1.55
.00
.02'5
.025
.025
.030
40.00
124.98
.001225 1530.
1530.
1530.
2"
14
0
.00
875.76
1404.68
- SECNO 209.500
185 MINIMUM SPECIFIC ENERGY
•720 CRITICAL DEPTH
ASSUMED
209.50 .68
45.68
45.68
.00
45.90
.22
3.03
.07
'46.70
841. 0.
8.41.
0.
0.
221.
0.
197.
25.4.
46.10
1.84 .00
3.81
.00
.018
.018
.018
.028
45.00
- 158.8.0
.006356 1300.
1300.
1300.
0
19
0
.00
502.60
661.40
SSECNO 220.000
1280 CROSS SECTION
220.00
EXTENDED
.19
FEET
5.81
..00
51.20
202.
265.
51.60
.027
50.20
0.28
.00
383.05
.383.05
•
220.00
51.48
.51.47
.00
51.71
.23
.705,
53.
652.
0.
24.
165.
0.
1.92
2.20
3.96
.00
.018
.018
.018
.004746_
1050.
1050.
1050.
2
17
0
5.81
..00
51.20
202.
265.
51.60
.027
50.20
.00
.00
383.05
.383.05
•
SECNO DEPTH
CWSEL
CRIWS
WSELK
EG HV
HL
OLOSS
BANK ELEV
Q QLOB
QCH
QROB
ALOB
ACH AROB
VOL
TWA LEFT %RIGHT
TIME V.LOB
VCH
VROB
XNL
XNCH XNR
WTN
ELMIN
SSTA
SLOPE XLOBL
XLCH
XLOBR
ITRIAL
IDC ICONT
CORAR
TOPWID
ENDST
iECNO 227.000
180 CROSS SECTION
227.00
EXTENDED
.06
FEET
L85 MINIMUM SPECIFIC ENERGY
720 CRITICAL DEPTH
ASSUMED
227.00 .86
59.06
59.06
.00
59.30 .24
3.80
.00
59.00
627. 0.
627.
0.
0.
160. 0.
205.
271.
59.00
1.97 .00
3.91
.00
.018
.018 .018
.027
58.20
.00
.006369 700.
700.
700.
0,
23 0
.00
350.00
350.00
,ECNO 234.500
L85 MINIMUM SPECIFIC ENERGY
720 CRITICAL DEPTH
ASSUMED
234.50 .64
69.94
69.94
.00
70.11 .18
5.00
.02
70.00
624. 0.
624.
0.
0.
184. 0.
208.
278.
70.00
2.03 .00
3..39
.00
.018
.018 .018
.026
69.30
6.95
.006974... 750.
750.
750.
0
19 0
.00
533.97
540.92
. i .. �•� __. _.. .fir_:.
HEC2 RELEASE DATED NOV 76 UPDATED APRI 1,980
ERROR CORR - '01,02,03,04
MODIFICATION - 50,51,52,53,54
TE- ASTERISK ( * -) AT LEFT OF CROSS- SECTION NUMBER INDICATES MESSAGE.IN SUMMARY OF ERRORS LIST
0 -year flood event,top
MMARY PRINTOUT TABLE 150
SECNO
XLCH
ELTRD
ELLC
ELMIN
Q
CWSEL
CRIWS
EG
10K *S
108.000
.00
.00
.00
24.50
1554.00
25.40
25.38
25.61
223.23
121.700
1370.00
.00
.00
28.00
1420.00
29.47
28.76
29.50
9.61
134.800
1310.00
.00
.00
30.60
1420.00
31.57
31.28
31.64
33.04
138.800
400.00
.00
.00
32.00
1420.00
32.83
32.55
32.90
29.47
145.200
640.00
.00
.00
34.60
142.0.00
35.68
35.53
35.81
77.53
148.500
300.00
.00
..00
35.00.
1420.00
36.82
36.32
36.89
20.40
168.500
2000.00
.00
.00
38.10
1401.00
39.63
39.02
39.66
9.86
181.200
1250.00
.00
.00
39.10
1294.00
40.29.
39.57
40.310
2.95
196.500
1530.00
.00
.00
40.00
877.00
40.98
40.55
41.02
12.25
209.500
1300.00
.00
..00
45.00
841.00
45.68
45.68
45.90
63.56
220.000
1050.00
.00
.00
50.20
705.00
51.48
51.47
51.71
47.46
227.000
700.00
.00
.00
58.20
627.00
59.06
59.06
59.30
63.69
.0 -year flood ev.ent,top
701ARY PRINTOUT. TABLE
150
SECNO Q
CWSEL.
DIFWSP
DIFWSX
DIFKWS
TOPWID
XLCH
108.000. 1554.00
25.40
.00
.00
.00
•940.00
.00
121.700 1420.00
29.47
.00
4.07
.00
896.33
1370.00
134.800 1420.00
31.57
.00
2.10
.00
960.89
1310.00.
138.800 1420.00
32.83
.00
1.26
.00
1068.43
400'.00
145.200 1420.00
35.68
.00'
2.85.
.00
909.88
640.00
148.500 1420.00
36.82
.00
1.14
.00
631.17
300.00
168.500 1401.00
39.63
.00
2.82
.00
1413.47
2000.00
181.200 1294.00
40.29
..00
.65
.00
2038.85
1250.00
196.500 877.00
40.98
..00
.70
.00
875.76
1530.00
209.500 841.00
45.68
.00
4.69
.00
502.60
1300.00
220.000 705.00
51.48
.00
5.81
.00
383.05
1050.00 .
227.000 627.00
59.06
.00
7.57
.00
350.00
700.00
234.500 624.00
69.94
.00
10.88
.00
53.3.97
750.00
o -
UMMARY OF ERRORS
UTION SECNO= 209.500 PROFILE= 1 CRITICAL DEPTH ASSUMED
UTION SECNO= 209.500 PROFILE= 1 MINIMUM SPECIFIC ENERGY
UTION SECNO= 227.000 PROFILE= 1 CRITICAL DEPTH ASSUMED
UTION SECNO= 227.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY '
UTION SECNO= 234.500 PROFILE= 1 CRITICAL DEPTH ASSUMED
UTION SECNO= 234.500 PROFILE= 1 MINIMUM SPECIFIC ENERGY
rural termination of program execution
A0017
I
LO ATTACHMENT A
100 -Year Flood Discharge and 500 -Year Flood Discharge
LE X.
I Ul-li
IbA
I all
I.--
IL
%
t
"**41b
C
roll
Q JD
x jo
4w
gem
7 40000.00
W2... .....
4L
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>
40�
In
G.
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........................ ..........
E-2
X-v
4K
�i
Aoo - y�
TR -55 GRAPHICAL DISCHARGE METHOD
Project La Quinta -C] User: ora
County State: CA Checked:
Subtitle: Flood Insurance Study
Data: Drainage Area : -.46 -Sq Mi
Runoff Curve Number 82
Time of Concentration: 0.63 Hours
Rainfall Type II
Pond and Swamp Area NONE
. Storm Number
1
100
Frequency (yrs)
'24 -Hr Rainfall (in)
4.8
Ia /P Ratio
0.09
Used
0.10
Runoff (in)
2.90
Unit Peak Discharge
468
(cfs /sgmi /in)
Pond and' Swamp Factor
1.00
0.0 Ponds Used .
624
Peak Discharge (cfs)
L�
VERSION 1.11
Date: 06 -11 -90
Date:
TR-55 GRAPHICAL
DISCHARGE METHOD VERSION 1.11
Project : La'Quinta -c?
User: ora. Date: 06-11-90
County :
State:
CA Checked: Date:
Subtitle: Flood Insurance Study
Data: Drainage Area
.49
Scl Mi
Runoff Curve Number
82
Time of Concentration:
0.70
Hours
Rainfall Type
II
Pond and SViAmp Area
NONE-
-
" Storm Number.
---------- ! ----------------106
1.
----
P r equency (yrs)
I
24-Hr Rainfall (in)
4.8
Ia/P Ratio
0.09
Used
0.10
Runoff (in)
2.90
Unit Peak Discharge
441
(cfs/sqmi/in)
Pond and Swamp Factor
1.00
-0.0% Ponds Used
----------------- w ------- - - - - --
Peak Discharge (cfs) 627
CP
d
6
/oO I
TR -55 GRAPHICAL
DISCHARGE METHOD
Project : La Quinta - c3
User: ora
County State:
CA Checked:
Subtitle: Flood Insurance Study
.
Data: Drainage Area
.56
Sq Mi
Runoff Curve Number
82
Time of Concentration:
0.72
Hours
Rainfall Type
II
Pond and Swamp Area
NONE.
Storm Number 1
------------ - - - - - --
Frequency (yrs)
100
24 -Hr Rainfall (in)
4.8
Ia /P Ratio
0.09
Used
0.'10
Runoff (in) .:
2.90.
Unit Peak Discharge
434
(cfs /sgmi /in)
Pond and Swamp Factor
1.00
0.0% Ponds Used
Peak Discharge (cfs) 705
VERSION 1.11
Date: 06 -11 -90
Date
C4-
TR -55 GRAPHICAL
DISCHARGE METHOD VERSION 1.11
Project : La Quinta- --C4
User: Zora Date: 06 -11 -90
County
State:
CA Checked: Date:
Subtitle: Flood Insurance Study
Data: Drainage Area
.72
Sq Mi
Runoff Curve Number
82
Time of Concentration:
0.82
Hours
Rainfall Type
II
Pond and Swamp Area
NONE
Storm Number 1
�. --------------------- -- - - - - --
i
Frequency (yrs)
100
24 -Hr Rainfall (in)
4.8
Ia /P Ratio
0.09
Used
0.10
Runoff (in)
2.90
Unit Peak`Discharge
403
(cfs /sgmi /in)
Pond and Swamp Factor
1.00
0.0% Ponds Used
Peak Discharge (cfs) 841
1 •
C'S
TR -55 GRAPHICAL DISCHARGE METHOD
Project : La Quinta - c User: Zora
County State: CA Checked:
Subtitle: Flood Insurance Study
Data: Drainage Area .82 Sq Mi
Runoff Curve Number 82
Time of Concentration: 0.95 Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number 1
-------- ; ------------- - - - --
Frequency (yrs) 100
24 -Hr Rainfall (in) 4.8
Ia /P Ratio 0.09
Used 0.10
Runoff. (in) 2.90
Unit Peak Discharge 369
(cf s /sgmi/ in )
Pond and Swamp Factor 1.00
0.0% Ponds -Used
---------------- - - - - -- - - - - --
Peak, Discharge (cfs). 877
C�b
VERSION 1.11
Date: 06 -11 -90
Date:
I
TR -55 GRAPHICAL DISCHARGE METHOD VERSION 1.11
Project La Quinta - C 6 User: Zora Date: 06 -11 -90
County State: CA Checked: Date:
Subtitle: Flood Insurance Study
Data: Drainage.Area 1.51 Sq Mi
Runoff Curve Number 82
Time'-of Concentration: 1.35 Hours_
Rainfall TKpe • II
Pond and Swamp Area NONE „
�- Storm Number
- - - --
- - -1 --
- -------- -
Frequency (yrs)
100
.
•24 -Hr Rainfall (in)
4.8
Ia /P Ratio
0.09
Used
0.10
Runoff (in)
2.90
Unit Peak Discharge
295
(cfs /sgmi /in)
Pond and Swamp Factor
1.00
040% Ponds Used
-
- --
- - - -- ------- - - - --
Peak Discharge (cfs)
- - -
1294
•
c7
r
.,TR-55 GRAPHICAL DISCHARGE METHOD VERSION 1.11
Project : La Quinta - C-7 User: ZorA Date: 06-11-90
County : State: CA Checked: Date:
Subtitle: Flood Insurance Study
Data: Drainage Area-, 1.91 Sq Mi
Runoff Curve Number 82
time of concentration: 1.70 Hours
Rainfall Type II
Pond and SwamD Area NONE
�Storm
. lNumber
—
----------------------
------
Frequency (yrs)
724-Hr
100
Rainfall (in)
4.8
Ia/P Ratio
0.09
Used
0.10
Runoff (in)
2.90.
Unit Peak Discharge
253
(cfs/sqm*/in)
Pond and Swamp Factor
1.00
-
0.0% Ponds Used
------------ ---------
Peak Discharge (cfs)
----
1401
c�
TR -55 GRAPHICAL DISCHARGE.METHOD VERSION 1.11
Project La Quinta -- Cg User: Zora Date: 06 -11 -90
County State: CA Checked: Date:
Subtitle:.Flood Insurance Study
Data: Drainage Area 2.17 Sq Mi
Runoff Curve Number 82
Time-of Concentration: 2.00 Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number 1
Frequency (yrs) 100
24 -Hr Rainfall (in) 4.8
Ia /P Ratio 0.09
Used 0.10
Runoff (in) , 2490
Unit Peak Discharge 226.
(cfs /sgmi /in)
Pond and Swamp Factor 1.00
0.0% Ponds Used
Peak Discharge (cfs) 1420
_
C9
TR -55 GRAPHICAL DISCHARGE METHOD VERSION 1.11
Project Lai Quinta - ` Q User: Zora Date: 06 -11 -90
County State: CA Checked: Date:
Subtitle: Flood Insurance Study
Data4: Drainage Area 2.23 Sq Mi
Runoff Curve-'Number 82
Time of Concentration: 2.15 Hours
Rainfall Ty-pe II
Pond and Swamp Area NONE
Storm Number 1
Frequency (yrs) 100
24 -Hr Rainfall (in) 4.8
Ia /P Ratio 0.09
Used 0.10
Runoff (in) 2.90
.Unit Peak Discharge 214
(cfs /sgmi /in)
Pond and Swamp Factor 1.00
0.0% Ponds Used
-- ` - - -�- - - - - --
Peak Discharge cfs X3385
- � Fr�r Cvr� se�t�r�isi� uat �-
9c 14zo Gls
- 9 B
cle. Ile c- 2
3
d
El
/DO 7
C -/n
TR -55 GRAPHICAL.DISCHARGE METHOD
Project : La Quinta - c; o User: Zora
County State: CA Checked:
Subtitle: Flood Insurance Study
Data: Drainage Area 2*.27 Sq Mi
Runoff Curve Number 82
Time of Concentration: 2.35 -Hours
Rainfall Type II.
Pond and Swamp Area NONE
Storm Number 1
- - - - -- - - - - --
Frequency (yrs) 100
24 -Hr Rainfall (in) 4.8
Ia. /'P Ratio 0.09
Used 0.10
Runoff (in) 2.90
Unit Peak Discharge 201.
(cfs /sgmi /in)
Pond and Swamp Factor 1.00
0.0% Ponds Used
Peak Discharge (cfs) 1321
•
4Vclo 8
VERSION 1.11
Date: 06 -11 -90
Date:
. AV _
" TR -55 GRAPHICAL DISCHARGE METHOD VERSION 1.11
Project La Quinta.- Cf► User: Zora Date: 06 -11 -90
County
State: CA Checked: Date:
Subtitle. Flood Insurance Study
Data: Drainage Area. 2.77 Sq Mi
Runoff Curve Number. 82
Time of Concentration: 2.47 Hours
Rainfall Type iI
Pond and Swamp Area NONE
�7
Storm Number
1
Frequency (yrs)
100
24 -Hr Rainfall (in)
4.8
Ia/P Ratio
0.09
Used
0.10.
Runoff (in)
2.90
Unit Peak Discharge
193
(cfs. /sqmi /in)
Pond and "Swamp Factor
1.00
0.0 Ponds Used
Peak Discharge (cfs)
1554
•
•
� 1
P.O. Box 1504
78 -495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
August 9, 2004
LOMA Depot
3601 Eisenhower Avenue, Suite 600
Alexandria, VA 22304
Re: Case No.: 04- 09 -1155P
Community: City of La Quinta, CA
Community No.: 060709
(LACZ 01 0(
(760) 777 -7000
FAX (760) 777 -7101
Enclosed are the supplemental items requested in your letter of June 9, 2004.
The enclosure includes:
1. A diskette containing input and out put files for all submitted hydraulic
models
2. A certified map by a licensed surveyor with the datum used to prepare the
work map.
3. A copy of the current effective FIRM panes annotated to reflect the revised
floodplain boundary delineations.
Please contact our engineers Soorgul Wardak with Psomas at 714 - 751 -7373 or
Doug Hamilton with Exponent at 949 - 341 -6016 with any technical questions.
Sincerely,
imothy Jo a son, P. E.
Public Works Director /City Engineer
C' Soorgul Wardak, Psomas
. Doug Hamilton, Exponent
W
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NATIONAL FLOOD INSURANCE PROGRAM
FEMA MAP COORDINATION CONTRACTOR
Mr. Timothy R. Jonasson
Public Works Director /City Engineer
City of La Quinta
P.O. Box 1504
La Quinta, CA 92253
Dear Mr. Jonasson:
June 9, 2004
RECEIVED
JUtl 17 20%
IN REPLY REFER TO:
Case No.: 04- 09 -1145P PUBLIC WORXS
Community: City of La Quinta, CA
Community No.: 060709
316- ACK.FRQ
This responds to your request dated May 24, 2004, that the Department of Homeland Security's Federal
Emergency Management Agency (FEMA) issue a revision to the Flood Insurance Rate Map (FIRM) for
the above- referenced community. Pertinent information about the request is listed below.
Identifier: La Quinta
Flooding Source: Local Streets
FIRM Panel(s) Affected: 0005 B
We have completed an inventory of the items that you submitted. The items identified below are required
before we can begin a detailed review of your request.
1. Please submit a diskette containing input and output files for all submitted hydraulic models.
2. The submitted topographic work map is not certified by a licensed engineer or surveyor. Please submit
a certified copy of the topographic work map, and indicate the datum used to prepare the work map.
3.. Please submit a copy of the effective FIRM panel that is annotated to reflect the revised floodplain
boundary delineations on the submitted work map.
All required items are to be submitted to us at the address shown at the bottom of this page., If all required
items are not submitted within 90 days of the date of this letter, we will treat any subsequent request as an
original submittal, and it will be subject to all submittal/payment procedures.
If you are unable to meet the 90 -day deadline for submittal of required items, and would like FEMA to
continue processing your request, you must request an extension of the deadline. This request must be
submitted to us in writing and must provide (1) the reason why the data cannot be submitted within the
requested timeframe, and (2) a new date for the submittal of the data. FEMA receives a very large volume
of requests and cannot maintain inactive requests for an indefinite period of time. Therefore, the fees will
be forfeited for any request for which neither the requested data nor a written extension. request is received
within 90 days.
When you write us about your request, please include the case number referenced above in your letter.
3601 Eisenhower Avenue, Alexandria, Virginia 223046425 PH: 703.960.8800 FX: 703.960.9125
Michael Baker Jr., Inc., under contract with the FEDERAL EMERGENCY MANAGEMENT AGENCY, is a
Map Coordination Contractor for the National Flood Insurance Program
ti 2
• If you have general questions about your request, FEMA policy, or the National Flood Insurance Program
please call the FEMA Map Assistance Center, toll free, at 1- 877 -FEMA, MAP (1- 877 - 336 - 2627). If you
have specific questions concerning your request, please call the Revisions Coordinator for your State,
Ms. Sheila Norlin, who may be reached at (703) 317 -3054.
cc: Mr. Soorgul Wardak
Psomas and Associates
Ll
Sincerely,
Sheila M. Norlin
National LOMC Manager
Michael Baker Jr., Inc.
P.O. Box 1504
78 -495 CALLE TAMPICO n (760) 777-'7000
C'•b
`,OFn� LA QUINTA, CALIFORNIA 9225,3 FAX (760) 777 -7101
October 18, 2004
LOMA Depot
3601 Eisenhower Avenue, Suite 600
Alexandria, VA 22304
Re: Case No.: 04- 09 -1155P
Community: City of La Quinta, CA
I. Community No.: 06070.9
Enclosed are the additional supplemental items requested in your letter of September 14,
. 2004.. The enclosure includes:.
L' 'A check in the amount of $4,200. for the review fee of the LOMA submittal.
2. An Application/Certification Form 1 entitled `Overview & Concurrence Form,'
with Section D complete.
3. Plans for.the catch basins located at Madrid, Colima, Gogales, Sonora and Sinaloa
Streets and for the retention basins used to contain the flow (on CD).
4. Street plans for Deacon Street and Avenida Bermuda (on CD).
Please . contact our engineers Soorgul Wardak with Psomas at 714 - 751 -7373 or Doug
Hamilton with Exponent at 949 -341 -6016 with any technical questions.
Sincerely,
jimothy R. nas
Public Works Director /City Engineer
c: Soorgul Wardak, Psomas
Doug Hamilton, Exponent '
�'it� o�oLa Quints CHECK N0. 60672
FEDERAL EMERGENCY MANAGEMENT 1269 10/22/2004
DATE INVOICE ACCOUNT DESCRIPTION AMOUNT
• 10/15/04 04- 05 -1145P 101 - 7002 - 431734.04 FLOOD CONTROL M 4,200.00
•
4,200.00
H'CK:NO:
FEDERAL EMERGENCY MANAGEMENT AGENCY I O .'M.B No. 3067 -0148
OVERVIEW & CONCURRENCE FORM Expires September 30, 2005
PAPERWORK BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions,
searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required
to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding
the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Coll ections'Management, Federal Emergency
Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067- 0148). Submission of the form is required to
obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address.
A. REQUESTED RESPONSE FROM FEMA
This request is for a (check one):
❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or
proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72)., .
® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains,' regulatory foodway or flood
elevations. (See Parts 60 & 65 of the NFIP Regulations.)
B. OVERVIEW
1. The NFIP map panel(s) affected for all impacted communities is (are):
Community No.
Community Name
State
Map No.
Panel No.
Effective Date
Ex: 480301
City of Katy
TX
480301
0005D
02/08/83
480287
Harris County
TX
48201 C
0220G
09/28/90
060704.
City of La Quinta
CA
060704
0005B
8 -19 -91
2. Flooding Source: Local Streets
3. Project Name /Identifier: La Quinta
4. FEMA zone designations affected: Ao, X (choices: A, AH, AO,,A1 -A30, A99, AE, AR, V, V1 430, VE, B, C,. D, X)
5. Basis for Request and Type of Revision:
a. The basis for this revision request is (check all that apply)
® Physical Change ® Improved Methodology /Data
❑ Regulatory Floodway Revision ❑ Other (Attach Description)
Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review.
b. The area of revision encompasses the following types of flooding and structures (check all that apply)
Types of Flooding: ❑ Riverine ❑ Coastal ® Shallow Flooding (e.g., Zones AO and AH)
❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description)
Structures:. ❑ Channelization ❑ Levee / Floodwal ❑ Bridge /Culvert
❑ Dam ❑ Fill ❑ Other, Attach Description
FEMA Form 81 -89, SEP t)2 Overview & Concurrence Form MT -2 Form 1 Page 1 of 2
4
C. REVIEW FEE
Has the review fee for the appropriate request category been included?
Please see the FEMA Web site at http: / /www.fema
❑ Yes Fee amount: $
® No, Attach Explanation
for Fee Amounts and Exem
D. SIGNATURE
All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable
by fine or imprisonment under Title 18 of the United States Code, Section 1001.
Name: Timothy Jonasson
Company: City of La Quinta
Mailing Address:
Daytime Telephone No.:
Fax No.:
760 - 777 -7043
760- 777 -7155
P.O. Box 1504, La Quinta, CA 92253 ,
-Mail Address: Tjonasson ®la - quinta.org
F E g
Signature of Requester (required):
Date:
As the community official responsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map
Revision (LOMR) or conditional LOMR request. Based upon the community's review, we find the completed or proposed project meets or is designed
to meet all of the community floodplain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that
all necessary Federal, State, and local permits have been, or in the case of a conditional LOMB, will be obtained. In addition, we have determined that
the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR .
65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination:
Community Official's Name and Title: Timothy Jonason, Public works Director
Telephone No.:
760- 777 -7043
ommunity Name: City of La Quinta, CA
Community Official's Signature (required):
Date:
CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND /OR LAND SURVEYOR
This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify
elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false
statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001.
Certifier's Name: Soorgul Wardak
License No.: C52913
Expiration Date:
12 -31- 2006 .
Company Name: Psomas and Associates
Telephone No.: (714) 751 -7373
Fax No.:
(714)- 545 -8883
Signature:
Date: 5 -13 -04
Ensure the forms that are appropriate to your revision request are included in your submittal.
Form Name and (Number). Required if ...
® Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water - surface elevations
❑ Riverine Structures Form (Form 3) Channel is modified, addition /revision of bridge /culverts,
addition /revision of levee / floodwal, addition /revision of dam
❑ Coastal Analysis Form (Form 4) New or revised coastal elevations
❑ Coastal Structures Form (Form 5) Addition /revision of coastal structure Seal (Optional)
❑ Alluvial Fan Flooding Form (Form 6)' Flood control measures on alluvial fans
FEMA Form 81 -89, SEP 02
Overview & Concurrence Form
MT -2 Form 1 Page 2 of 2
vAR
-4ND 5 �GJ4
NATIONAL FLOOD INSURANCE PROGRAM
FEMA MAP COORDINATION CONTRACTOR
September 14, 2004
Mr.. Timothy R. Jonasson IN REPLY REFER TO:
Public Works Director / City Engineer Case No.: 04= 05 -1145P
P.O. Box 1504. Community: City of La Quinta, CA
La Quinta, CA 92253 Community No.: 060709
316- ACK.FRQ
Dear Mr. Jonasson:
This responds to your letter dated August 9, 2004, concerning a May 24, 2004, request that.the
Department of Homeland Security's Federal Emergency Management Agency (FEMA) issue a revision to
the Flood Insurance Rate Map (FIRM) for the above - referenced community. Pertinent information about
the request is listed below.
Identifier: La Quinta
Flooding Source: Local Streets
FIRM-Panel(s) Affected: 0005 B
FEMA has implemented a procedure to recover costs associated with reviewing and processing requests
for modifications to published. flood information and maps. Effective September 1, 2002, FEMA revised
that fee schedule. A copy of the notice summarizing the current fee schedule, which was published in the
Federal Register, is enclosed for your information. In accordance with this schedule, the fee for your
request is $4,200 and must be submitted before we can continue processing your request. Payment of this
fee must be made in the form of a check or money order, made payable in U.S. funds to the National.
Flood Insurance Pro am (NFIP), or credit card payment. For identification purposes, the case number
referenced above must be included on the check or money order. We will not perform a detailed
technical review of your request until we receive. this payment.
Payment must be forwarded to one of the addresses listed below
Using U.S. Postal Service:
Federal Emergency Management Agency
Fee- Charge System Administrator
P.O. Box 3173
Me 'field, VA 22116 -3173
Using overnight service:
FEMA Fee - Charge System Administrator
c/o Dewberry & Davis
METS Division, Stop 19A
8.401 Arlington Boulevard
Fairfax, VA 2203.1
We have completed, an inventory of the items that you submitted. The items identified below are required
before we can begin a detailed review of your request.
1. On the submitted Application/Certification Form 1, entitled "Overview & Concurrence Form,"
Section D is incomplete. Please submit a completed Form 1 (copy enclosed).
3601 Eisenhower Avenue, Alexandria, Virginia 22304 -6425 PH: 703.960.8800 FX. 703.960.9125
Michael Baker Jr., Inc., under contract with the FEDERAL EMERGENCY MANAGEMENT AGENCY, is a
Map Coordination C`o.ntractor for the National Flood Insurance Program
s
2
2. Please submit as -built plans, certified by a registered professional engineer, for the catch basins
®. located at Madrid, Colima, Nagoles, Sonora, and Sinaloa Streets and for the retention basins used to
contain the flow.
3.. Please provide street plans, including elevations, certified by a registered professional engineer, for
Deacon Street and Avenida Bermuda in the.revised area.
All required items (except the required fee) are to be submitted to us at the address shown at the bottom of
the first page. If all required items.are not submitted within 90 days of the date of this letter, we will treat
any subsequent request as an original submittal, and it will be subject to all submittal/paynient
procedures.
If you are unable to meet the 90 -day deadline for submittal of required items, and would like FEMA to
continue processing your request, you must request an extension of the deadline. This request must be
submitted to us in writing and must provide (1) the reason why the data cannot be submitted within the
requested timeframe, and (2) a new date for the submittal. of the data. FEMA receives a very large
volume, of requests and cannot maintain inactive requests for an indefinite period of time. Therefore, the
fees will be forfeited for any request for which neither the requested data nor a written extension request
is received within 90 days.
When you write us about your request, please include the case number referenced above in your letter.
If you have general questions about your request, FEMA policy,. or the NFIP, please call the FEMA Map
Assistance Center, toll free, at 1-877-FEMA MAP (1- 877 - 336 - 2627). If you have specific questions
concerning your request, please call the Revisions Coordinator for your State, Ms. Kathryn Conley, who
may be reached at (703) 960 -8800, ext. 3017.
Sincerely,
Enclosures
cc: Mr. Soorgul Wardak
Psomas and Associates
•
Sheila M. Norlin
National LOMC Manager
Michael Baker Jr., Inc.
y VAR
mow.
°� Federal Emergency Management Agency
`r Washington, D.C. 20472
�lAND StiGJ
FEE SCHEDULE FOR PROCESSING REQUESTS FOR MAP CHANGES
This notice contains the fee schedule for processing certain types of requests for changes to National Flood
Insurance Program (NFIP) maps. The fee schedule allows FEMA to further reduce the expenses to the NFIP
by more fully recovering the costs associated with processing conditional and final map change requests. The
fee schedule for map changes is effective for all requests dated September. 1, 2002, or later and supersedes the
fee schedule that was established on June 1, 2000.
To develop the fee schedule for conditional and final map change requests, FEMA evaluated the actual costs of
reviewing and processing requests for Conditional Letters of Map Amendment (CLOMAs), Conditional Letters of
Map Revision — based on Fill. (CLOMR -Fs), Conditional Letters of Map Revision (CLOMRs), Letters of Map
Revision — based on Fill (LOMR -Fs), Letters of Map Revision (LOMRs), and Physical Map Revision (PMRs).
Rased on our review of actual cost data for Fiscal Years 2000 and 2001, FEMA has established the following
review and processing fees, which are to be submitted with all requests that are not otherwise exempted under
44 CFR 72.5.
Fee Schedule for Requests for CLOMAs, CLOMR -Fs, and LOMR -Fs
Request for single - lot/single- structure CLOMA and CLOMR -F .......................................................... $500
Request for single- lot/single structure LOMR -F ........................ :....................................................... $425
Request for single - lot/single- structure LOMR -F based on as -built
information. (CLOMR -F previously issued by us) ............. .............................. ...........................$325
Request for multiple- lot/multiple- structure CLOMA ......................................:... .:............................. $700
Request for multiple - lot/multiple- structure CLOMR -F and LOMR -F ................ ...................:........... $800
Request for multiple - lot/multiple- structure LOMR -F based'on as -built
information (CLOMR -F previously issued) .................. ........ $700
Fee Schedule for Requests for CLOMRs
Request based on new hydrology, bridge, culvert, channel, or combination
ofany of these ............................................................................................. .........:..................... $4,000
Request based on levee, berm, or other structural measure .............................. ............................... $4,500
Fee Schedule for Requests for LOMRs and PMRs
Requesters must submit the review and processing fees shown below with requests for LOMRs and PMRs that
are not based on structural measures or alluvial fans.
Request based on bridge, culvert, channel, or combination thereof .................. ............................... $4,200
Request based on.levee, berm, or other structural measure..; .......................................................... $6,000
Request based on as -built information submitted as follow -up to CLOMR .................................... $3,800
Fees for CLOMRs, LOMRs, and PMRs Based on Structural Measures on Alluvial Fans
FEMA has maintained $5,000 as the initial fee for requests for CLOMRs and LOMRs based on structural
measures on alluvial fans. FEMA will also continue to recover the remainder of the review and processing
costs by invoicing the requester before issuing a determination letter, consistent with current practice. The
prevailing private- sector labor rate charged to FEMA ($50 per hour) will continue to be used to calculate the
total reimbursable fees.
Payment Submission Requirements
Requesters must make fee payments for non - exempt requests before we render services. This payment must
be in the form of a check or money order or by credit card payment. Please make all checks and money orders
in U.S. funds payable to the National Flood Insurance Program. We will deposit all fees collected to the
National Flood Insurance Fund; which is the source of funding for providing this service.
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APPENDIX E
Percolation Testing Technical Memorandum
from GeoPentech (September 22, 2004)
t;
rA
j' FINAL DRAFT,
GeoPentech
September 22, 2004
Mr William Whittenberg, P.E., DEE
PSOMAS -
310 Redhill Ave, .Suite 250
Costa Mesa, CA 92626' .
r� � -
SUBJECT: - PERCOLATION TESTING — LA QUINTA, CALIFORNIA
` Deai Mr. Whittenberg:
This report describes percolation testing that has been conducted by the PSOMAS team for the City
of ILa -Quints (the City), California.. '''As part of the PSOMAS team, GeoPentech provided
.preparation of .percolation test procedures, observed and reviewed percolation field testing,
completed data analysis "of collected test results, and prepared this report documenting our findings
of this study.
_Based on our discussion'with PSOMAS and the•City, we understand that the City directs storm
water, landscapes irrigation runoff and other surface water flows to basins or ponds where the mater
is allowed to evaporate and percolate into the subsurface. New developments require adequately
sized basins for management of surface water flows. A key element in the design and utilization of
basins or ponds is the percolation rate expected -for given areas within the City.
`Thekpreferred approach.to estimating percolation rates is to test as large an area as possible up to
full-scale for as : long ' as possible in order to • minimize unknown subsurface conditions that can
dramatically in percolation rates ". � Large -scale tests also provide a measure of clogging
within the, basin' and future management requirements. 'However, for this assignment it
was. not feasible. to use either test basins or`ponds to estimate percolation rates, therefore, as'an
,' alternative the approach' used the large- diameter infiltrometer test method developed by Herman
Bou�ver and his; colleagues at Ari zona State University. This method has been found to provide
reasonable estimates of the possible range in percolation rates when a sufficient number'of careful
tests are ,completed and the results are combined with an understanding of the sites geologic
characteristics. Results from large - diameter infiltrometer testing are enhanced when coupled with
baekhoe test pits'of adequate depth to visually inspect subsurface soils for horizons or soil types that
may impede percolation. Results from these .tests are used to provide an example of the rate that a
basin may expect to drain following a runoff event where water collects in a basin.
STUDY METHODS'.
Large diameter mfiltrometer tests were ,conducted at three dry (unsaturated) locations shown on
Figure 1. 'These .locations were at the northern and southern sides of the Hideaway residential
development and at the Andalusia residential development, which are on the 'east and southeast
601 N. Parkcenter Drive, Suite 210, Santa Ana, California 92705
Phone (714) 796-9100 Fax (714) 796 -9191 Web Site: www.geopentech.com
Mr. William Whittenberg, P.E., DEE FINAL DRAFT
September 22, 2004
• Page -2
sides of the City. In addition, an existing retention basin site with saturated soil conditions was used
to evaluate differences between the percolation rates for soils under "dry" unsaturated and "wet'
saturated conditions. The infiltrometer tests for unsaturated soils were conducted on May 5, 2004 at
the northern Hideaway residential development site and July 22, 2004 at the southern Hideaway and
Andalusia sites. Following infiltrometer testing, several potholes 4 to 5 feet deep were excavated
with a backhoe to observe the subsurface soils to that depth. In addition, two short-term slug tests
were performed July 23, 2004 in saturated sediments at the retention basin at Dune Palms Drive and
Desert Stream Drive (Figure 1).
Large diameter infiltrometer tests in unsaturated soils were conducted in accordance with the
procedures developed by Bouwer, et al., 1997 1, as follows:
1. Steel cylinders approximately 2 feet in diameter by 2 to 2.5 feet long with a beve led edge were
driven straight down into the ground about 3 to 4 inches and soil was then packed against the
inside and outside of the cylinder to get a good soil - cylinder contact.
2. Water was then poured into the cylinder avoiding soil erosion to fill the cylinder to a depth of
1 Predicting infiltration and ground water mounding for artificial recharge; Bouwer, H., Back, J. and Oliver,
• J., October 1997.
9/28/2004
®Final Draft.doc
GeoPentech
about 12 to 24 inches and time was recorded.
3.
The water level was allowed to decline approximately 4 to 5 inches, the water level decline was
measured, clock time was recorded, and the cylinder was filled back up to the starting level.
4.
This was repeated until the accumulated water level decline equaled or exceeded 50 inches or
the elapsed time exceeded 5.5 hours.
• 5.
A backhoe was used to dig outside the cylinder and through the total depth of the wetted soil
and the lateral and vertical dimensions of the wet soil was measured.
6.
The infiltration rate for the final decline in water level and the measured vertical and lateral
extent of the wetted soils were used to calculate the downward flow rate (i.e. infiltration rate
corrected by removing the effects of lateral divergence in flow), effective soil porosity and the
vertical hydraulic conductivity of the saturated soils.
For
the saturated soil test location, the following procedures were used:
1.
A test hole was dug with a shovel to a diameter of approximately 8 inches wide and a depth of
approximately 8 -10 inches deep.
2.
A 4 -inch diameter 5 -foot long PVC casing was then placed into the hole and tapped into place
and stabilized with metal fence posts driven at approximately 45 degree angles into the ground.
3:
A 1 -inch bed of sand was placed at the bottom of the hole and the remaining opening outside
the casing was filled with bentonite chips and hydrated.
4.
The bentonite was allowed to hydrate for 15 minutes and the casing was then filled with
approximately 4.8 feet of water. A pressure transducer was placed at the bottom of the casing;
the transducer calibration was checked and it was then used to measure the fall in water level in
the casing with time.
1 Predicting infiltration and ground water mounding for artificial recharge; Bouwer, H., Back, J. and Oliver,
• J., October 1997.
9/28/2004
®Final Draft.doc
GeoPentech
Mr. William Whittenberg, P.E., DEE
September 22, 2004
• Page -3
•
FINAL DRAFT
5. The change in water level measured in the casing with time was used to estimate the hydraulic
conductivity of the saturated soils of the retention basin in accordance with the procedures
described by Bouwer and Rice, 19762. Although the slug tests were set up to estimate vertical
hydraulic conductivity, the results represent both horizontal and vertical components of this
parameter. Because horizontal hydraulic conductivity is generally much greater than the
vertical component, the results would tend to overestimate the expected long -term infiltration
rate. In order to account for horizontal flow in the saturated soil beneath the casing that
occurred during the tests, analysis of the test results assumed a horizontal to vertical hydraulic
conductivity ratio of 10 to 1. This assumption is based on profe ssional judgment and literature
that generally reports a horizontal to vertical hydraulic conductivity ratio between 2 and 203.
The reported results and those shown on the charts for the wet basin tests in the attachment are
for vertical hydraulic conductivity.
TEST RESULTS AND ANALYSIS
Percolation data measured during testing is presented in the attachment to this report along with
calculation of the downward flow rate and saturated soil hydraulic conductivities. Analyses of the
wet basin slug tests are also provided in the attachment. Shallow potholes did not identify low
permeability soils that would limit or reduce percolation. The results of the testing along with key
test site features are summarized in the table below.
PERCOLATION TEST RESULTS SUMMARY
Test Site
Soil Type
Downward
Flow Rate
ft/day
Effective
Porosity
%
Vertical
Hydraulic Conductivity
ft/day, (in/hr)
North Hideaway
Sandy Loam
2.9
14
2.0 (1.0)
South Hideaway
Fine Sand
7.9
14
5.3 (2.7)
Andalusia
Sandy Loam
1.3
12
0.63 (0.32)
Wet Basin Test 1
Loamy Sand
n/a
n/a
3.2(l.6)
Wet Basin Test 2
Loamy Sand
n/a
n/a
2.0 (1.0)
n/a: Not derived by testing method.
DISCUSSION OF RESULTS
Testing to estimate the infiltration rate at three unsaturated ' soil sites in La Quinta was conducted
using a large- diameter (approximately 2 feet), single cylinder infiltrometer. Measurements of water
level drop in the cylinder with time and the vertical and lateral extent of wetted soils at the
conclusion of the tests were used to correct the infiltration late for lateral divergence in the soil
below the infiltrometer to derive a downward flow rate. The downward flow rates were used along
with the soil's water entry value to calculate estimated vertical hydraulic conductivity for the soil at
2 A slug test for determining hydraulic conductivity of unconfined aquifers with completely or partially
penetrating wells; Bouwer, H. and R.C. Rice, 1978.
• 3 Applied Hydrogeology, Third Ed.; Fetter, Jr., C.W. 1994; Vadose Zone Hydrology; Stephens, D.B., 1996.
9/28/2004
GeoPentech Final Draft.doc
Mr. William Whittenberg, P.E., DEE
September 22, 2004
• Page -4
FINAL DRAFT
the test sites. Two falling head slug tests were also conducted in a basin currently receiving surface
water runoff to estimate the vertical hydraulic conductivity of the saturated soils on the floor of the
basin. Because the slug test results are a composite of horizontal and vertical hydraulic
conductivity, the results were corrected assuming a ratio of 10 to 1, horizontal to verticaf. .The
vertical hydraulic conductivities estimated from the different testing completed for this study ranged
from 0.63 feet/day (0.32 in/hour) to 5.3 feet/day (2.7 in/hour). These estimates can be used to
assess infiltration rates at the test site locations for retention basins that would be used to capture
and retain surface water runoff without clogging of the surface sediments and without :low
permeability, restricting layers at depth.
The soils tested were classified as either a sandy loam (North Hideaway and Andalusia sites) or fine
sand (wet basin and South Hideaway sites). Potholes at the Hideaway and Andalusia sites
excavated b 4 to 5 feet below ground surface did not identify low permeability sediments that
would limit or reduce percolation.
Figure 2 shows predicted water level declines in a hypothetical basin with time for the various
vertical hydraulic conductivities estimated for the different test sites within the City. These
examples assume the basin is filled to a level of 10 feet initially and is allowed to percolate into the
subsurface with no additional inflow of water and no mounding of water beneath the basin. The
chart shows that just over 1 week would be required to drain a basin underlain by low conductivity
soils such as at the Andalusia site, whereas areas underlain by more permeable sandy soils would
drain within approximately 1 to 3 days. These infiltration rates would be expected to decrease over
• time as organic material and fine-grained sediments build up on the basin soils filling near surface
interstitial pores and/or forming a lower permeability clogging layer.
CONCLUSIONS AND RECOMMENDATIONS
Percolation tests were conducted at three unsaturated soil sites within the City using a large -
diameter infiltrometer test method and at one saturated soil site using a slug -test method. Soils
characterized at the test sites were either sandy loam or fine sand. The vertical hydraulic
conductivity estimated for these soils ranged from 0.63 ft/day (0.32 in/hour) to 5.3 feet/day
(2.7 in/hour). We recommend for new developments that a vertical hydraulic conductivity value
(i.e. infiltration rate) of 0.6 ft/day (0.3 in/hour) is used along with the estimated maximum surface
water discharge for an area to design appropriately sized retention basins.
Should a developer desire applying a different infiltration rate, we recommend conducting
additional large- diameter infiltrometer tests at planned retention basin sites. These tests should
account for divergence of flow in the soil due to lateral unsaturated flow consistent with the test
procedures used for the study described in this report. We also recommend completing subsurface
explorations to identify the possible presence of low permeability layers at depth that could limit or
impede the percolation of captured surface flows. As infiltration rates will decrease with time due
to clogging of the surface soils, we further recommend a management plan be prepared for each
retention basin to maintain the maximum percolation rates possible.
• 9/28/2004
® GeoPentech Final Draft.doc
Mr. William Whittenberg, P.E., DEE FINAL DRAFT
September 22, 2004
Page -5
We appreciate the opportunity to work with you on this assignment. Please do not hesitate to
contact us should you have any questions regarding this draft letter report.
Sincerely,
GeoPentech
Eric S. Fordham, C.Hg. 283
Principal Hydrogeologist
Figures 1 and 2
Attachments
•
• 9/28/2004
GeoPentech Final oraft.doc
R, 19WAR
TM
,
i
"zrl
is
t
MW I
4
i
=rX'► .. '?;.':a mod. ..i« t,:.. -- -, � '�_� r � -
0 0
10
8
M
M
m
0 5
L
d
V
R
4
3
2
0
S
— 0. 63 ft/d — 2.0 ft/d — 3.2 ft/d 5.3 ft/d
1 2 3 4 5 6 7
Time (days)
is
Predicted Basin Infiltration for Different Hydraulic Conductivities
Figure 2
0 0 0
is
100
F-
10-
CL
U)
n
in
10-3
Wet Basin Test 1
0.0 88.2 176.4 264.6 352.8 441.0
Time (sec)
0
M
100
C
N
4) 10 -1
U
c�
Cn
F
10 -2
103
Wet Basin Test 2
M
164.2
328.4
Time (sec)
492.6
656.8
821.0
_
-
--
Bouwer & Rice Results
Hydraulic Conductivity 2.0 ft /d
Initial Displacement 4.8 ft
i
xx
x
x
x
x
-
- ..- W -. - -.
M
164.2
328.4
Time (sec)
492.6
656.8
821.0
• PERCOLATION DATA SHEET
Project City of La Quinta Job No.
Test Hole Andalusia Date of Test
Diameter of Test Cylinder (in.) 25 Soil Classification
Percolation Tested By: D. Gamon Soil Type
•
1LAQ01-0100
7/22/2004
SM
saddv loam
Reading
No.
Time of Reading
Time
Interval
(min.)
Initial.
Water
Level
(inches)
Final
Water
Level
(inches)
Difference
in Water
Level
(inches)
Total Water
Percolated
(inches)
Percolation
Rate
(min. /in)
1
10:49 -11:14
25
24
21
3
3
8.3
2
11:14 -12:02
48
.24
21
3
6
16.0
3
12:02 -12:53
51
24
21
3
9
17.0
4
12:54 -13:53
59
24
20.75
3.25
12.25
18.2
5
13:54 -14:24
30
24
22
2
14.25
15.0
6
14:25 -15:36
71
24
20
4
18.25
17.8
7
15:37 -16:30
53
24
21
3
21.25
17.7
8
9
10
12
13
14
15
16
17
18
19
20
Total
Time minutes
3371
Total inches
21.25
Average
15.9
Wetting Front Dimensions
Lateral (inches) 58
• Vertical (inches) 32
Page 1 of 6
I
INFILTRATION RATE AND'HYDRAULIC CONDUCTIVITY CALCULATION
Test Hole Andalusia
Infiltration rate last water level drop [ ft/day]; i„ = y,/dt„ 6.8
Corrected infiltration rate [ft/day]; ice, _ (i„ *pi *r2) /pi *(r +x)2 1.3
Effective Porosity; yt *pi *r2 /L *pi(r +x)2 12%
Water entry value [ft]; h1Ne -0.82
Hydraulic conductivity [ ft/day]; K = iW *L /(z +L -h,,) 0.63
Hydraulic conductivity [cm /sec]; . 2.21 E -04
•
Geometry and symbols for single- ring"infiltrometer
From: Bouwer, et.al, 1997
Page 2 of 6
•
PERCOLATION DATA SHEET
Time
Interval
(min.)
Project
City of La Quinta
Job No.
1LAQ010100
Test Hole
North Hideaway
Date of Test
5/5/2004
Diameter of Test Cylinder (in.)
23
Soil Classification
SM
Percolation Tested By:
Hogan Wright
Soil Type
sandy loam
40
Reading
No.
Time of Reading
Time
Interval
(min.)
Initial
Water
Level
(inches)
Final
Water
Level
(inches)
Difference
in Water
Level
(inches)
Total Water
Percolated
(inches)
Percolation
Rate
(min. /in)
1
9:42 - 9:52
10
12.6
8.6
4
4
2.5
2
9:54 - 10:09
15
12.3
8.5
3.8
7.8
3.9
3
10:11 - 10:30
19
12.5
7.6
449
12.7
3.9
4
10:41 - 10:56
15
12.3
8.4
3.9
16.6
3.8
5
10:58 11:14
16
12.7
8.5
4.2
20.8
3.8
6
11:16 -11:31
15
12.4
8.5
3.9
24.7
3.8
7
11'33 - 11:48
15
12.8
8.7
4.1
28.8
3.7
8
11:50 - 12:04
14
12.5
8.7
3.8
32.6
3.7
9
12:06 -12:20
14
12.5
8.7
3.8
36.4
3.7
10
12:22 - 12:36
14
12.6
8.6
4
40.4
3:5
11
12:38 - 12:52
14
12.5
8.6..
3.9
44.3
3.6
12
12:54 - 1:09
15
12.7
8.8
3.9
48.2
3.8
13
1:11 - 1:27
16
12.6
8.5
4.1
52.3
3.9
14
1:29 -1:45
16
12.7
8.6
4.1
56.4
3.9
15 _
1:47 - 2:03
16
12.5
8.5
4
60.4
4.0
16
2:05 - 2:20
15
12.2
8.2
4
64.4
3.8
17
2:22 - 2:35
15
12.2
8.4
3.8
68.2
3.9
18
2:36 - 2:51.
15
12.2
8.4
3.8
72
3.9
19•
20
Total
Time minutes
2691
Total inches l'
72 1
Average 1
3.7
Wetting Front Dimensions
Lateral (inches) 75
Vertical (inches) 47
G
Page 3of6
•
•
•
INFILTRATION RATE AND HYDRAULIC CONDUCTIVITY CALCULATION
Test Hole North Hideaway
Infiltration rate last water level drop [ft/day]; i, = yn/dtn 30.4
Corrected infiltration rate [ ft/day]; i,, _ (in*pi *r2) /pi *(r +x)2 2.9
Effective Porosity; yt *pi *r2/L *pi(r +x)2 14%
Water entry value [ft]; hWe -0.82
Hydraulic conductivity [ft/day]; K = iW *U(z +L -hY18) 2.00
Hydraulic conductivity [cm /sec]; 7.06E -04
Geometry and symbols for single -ring infiltrometer
From: Bouwer, et.al, 1997
Page 4 of 6
•
Reading
No.
PERCOLATION DATA SHEET
Time
Interval
(min.)
Project
City of La Quinta
Job No.
1 LAQ010100
Test Hole
South Hideaway.
Date of Test
7/22/2004
Diameter of Test Cylinder (in.)
25
Soil Classification
SW
Percolation Tested By:
D. Gamon
Soil Type
fine sand
•
Reading
No.
Time of Reading
Time
Interval
(min.)
Initial
Water
Level
(inches)
Final
Water
Level
(inches)
Difference
in Water
Level
(inches)
Total Water
Percolated
(inches)
Percolation
Rate
(min. /in)
1
11:31 -12:17
46
24
9
15
3
3.1
2
12:21 -12:33
12
24
20
4
7
3.0
3
12:34 -13:10
36
24
11
13
20
2.8
4
13:15 -13:26
11
24
19
5
25
2.2
5
13:29 -13:40
11.5
24
20
4
29
2.9
6
13:42 -13:53
11
24
20 '
4
33
2.8
7
13:55 -14:07
12
24
19
5
38
2.4
8
9
10
11
12
13
14
15
16
,17
18
19
• 20
Total
Time minutes
139.51
Total inches
50
Average
2.8
Wetting Front Dimensions
• Lateral (inches) 63
Vertical (inches) 55
Page 5 of 6
•
•
40
M
INFILTRATION RATE AND HYDRAULIC CONDUCTIVITY CALCULATION
Test Hole South Hideaway
Infiltration rate last water level drop [ ft/day]; in = y,/dt„ 50.0
Corrected infiltration rate [ ft/day); i,,, _ (i„ *pi *r2) /pi *(r +x)2 7.9
Effective Porosity; yt *pi *r2 /L *pi(r +x)2 14%
Water entry value [ft]; h,,e -0.49
Hydraulic conductivity [ft/day]; K = i,,, *U(z +L -hWe) 5.26
Hydraulic conductivity [cm /sec]; 1.85E -03
Geometry and symbols for single -ring infiltrometer
From: Bouwer, et.al, 1997
Page 6 of 6
1
r
' - - -
'TRACT 24890'
- ` T AINAGpm
i
IN AND t p
GRADING NOTES PAVING NOTES CLUB HOUSE LOT'
1. ALL UNDERGROUND FACILITIES IINCLUDINGLATERALS SHALL BE INPLACE, THE 1. ALL GRADING SHALL BE DONE IN ACCORDANCE WITH CHAPTER 70 OF THE AND TRENCHES COMPACTED AND) TESTED PRIOR TO PAYING.. ��� �'���� COURSE'
UNIFORM [BUILDING CODE, 111E SOILS RET'OR'T' PREPARED UY TIIE SOILS
ENGINE'E'R AND GFOLOGISI' DESIGNATED BELOW, AND THESE PLANS. 2• ALL EXISTING IMPROVEMENTS INCLUDING CURB AND GUTTERS,
SIDEWALKS, ASPHALT CONCRETIE OR P.C.C. PAYING, WHICH ARE BEING }� j ���j j ,�/y�" ' w
2. AREAS OF FUTURE CONSTRUCTION SIIALI. BF PLANTED WITH A SEED MIX JOINED OR MATCHED IN CONNECTION WITH THIS PROJE=CT, SHALL BE LA QUINTA, CALIFORNIA.
APPROVED BY TILE CITY OF LA QUIN'TA. JOINED OR MATCHED IN A MANNER NECESSARY SATISFACTORY TO THE
CITY ENGINEER, INCLUDING NECESSARY SAW CUTTING, REMOVAL,
3. IF TIIE CIVIL ENGINEER OF SOILS ENGINEER ARE CHANGED DURING THE. REPLACEMENT AND CAPPING.
COURSE OF WORK, ALL (YORK SIIALI. BE STOPPED UNTIL A REPLACEMENT
HAS AGREED TO ACCEPT THE RESPONSIBILITY FOR CL•R'lIFICATION UPON 3. A "PRIME COAT" SIIALI, BE APPLIED TO THE SURFACE OF THE UNTREATF•D
COMIIILFTION OF TIIE (YORK. AGGREGATE BASE, A'1' THE RATE OF 0.25 GAL. /YD. UNLESS DELETED BY 'THE
4. DUItINGROUGIIGRADI NO, 01'ERA'l' IONS, ANU flit IC)R1'OCONS "I'RUCTIONOI' CITY ENGINEER. THE PRIMECOA 'I['SHALLBE• ANMC- 70,SC- 70,NIC -250 LIQUID
ASPHALT.
PLRNIANENT DRAINAGE CONTROLS, IT SHALL UE TIIE KESPONSIBILfrY OF y i
THE CONTRACTOR TO PROVIDE GOOD DRAINAGE AND PREVENT PONDING 4. A "TACK COAT" (PAINT BINDER) SHALL BE APPLIED BETWEEN PAVF.Ir1ENT
OFWATER AND DAMAGETQADJOININGPROPERTIESORTOFINISLTEDWORK LAYERS, CONCRETE SURFACES AND ON EXISTING PAVEMENT 1'0 RE
ON THE SI'Z'E. RESURFACED AT THE RATE OF OUO GAL. /YD. THE TACK COAT SHALL BE
TYPE SSI ASPHALTIC EMULSION MVITH A 60 -70 GRADE LIQUID ASPHALT.
5. ALL BRUSH, VEGETATION AND OTHER DELETERIOUS MATERIAL, SUCH AS p W D
RUBBISH, SHALL BE COLLECTED, PILED, AND REMOVED FROM TIIE SITE 5. 'IHE VISCOSITY GRADE OF PAVING ASPHALT SHALL BE AR- 4000OR AR -8000, �
PRIOR 'ro PLACING FILL, LEAVING T[1E SITE FREE AND CLEAR FROM TO BE DETERMINED BY THE CrrY! ENGINEER AT THE TIME OF PAVING. � � Gl �+ v � P0MEL0 STREET
OBJECTIONABLE MATERIAL.
6. THE FINAL OR SURFACE LAYER OF ASPHALT CONCRETE SHALL NOT BE vi I
6. ANY UNDERGROUND STRUCTURES SUCII AS CESSPOOLS, SEPTIC TANKS, PLACED UNTIL ALL ON -SITE IMIPROVEMENTS HAVE BEEN COMPLETED, ;
WELLS OR PIPES NOT LOCATED PRIOR 1'0 GRADING ARE TO BE REMIOVEO INCLUDING ALL EARTHWORK GRRADING.
OR TREATFD IN A MANNER PRESCRIBED BY THE SOILS ENGINEER. _ _ 2
a
7. MANHOLES AND VALVE BOX FRIAMIES SHALL BE ADJUSTED TO FINISHED Y 6 r HCL _ -24
T SOIL, ALLUVIUM, OR ROCK MATERIALS DE'T'ERMINED BY THE SOILS GRADES AFTER COMPLETION OF CONSTRUCTION, ! 2
ENGINEER AS BEING UNSUITABLE FOR PLACEMENT IN COMPACTED FILLS
I7. /O /NY. 4y
SHALL BE REMOVED FROM THE SILL. THE SURFACE SIIALI. THEN BE 8_ ANY EXISTING TRAVELWAYS IN WHICH EXCAVATION IS MADE IN s`aoOSO L /NEA3- /�lifCP
PLOWED OR SCARIFIED TO A MINIMUM DEPTH OF A 6 INCHES UN'l11, TIIE: CONJUNCTION WITH THIS PROJECT SHALL BE COVERED BY A SEPARATE .Yrd00 O
SURFACE IS FREE FROM UNEVEN FEATURES THAT WOULD TEND TO PERMIT. THIS AREA SHALT. BIE PROPERLY POSTED AND LIGHTED IN
PREVENT UNIFORM COMPACTION BY THE EQUIPMENT USED. CON FORMANCEWITHTHE STATE I MAN UAL OF WARNING SIGNS, LIG[I "CS,A \ND
DEVICES FOR USE IN THE PERFORMANCE OF !YORK UPON HIGHWAYS, IN 25
8. THE UPPER 3 FEET BELOW ADJACENT FINISH GRADE WITHIN A PERIMETER ORDER TO ELIMINATE ANY HAZARDS.
OF 5 FEET OUTSIDE OF EACH PROPOSED STRUCTURE SIIALI. BE DENSIFIL•D
1 -0 A MINIMUM RELATIVE COMPACTION Oh 90'8, BY METHODS OUTLINED IN 9. ALL EXISTING PAVEMENT WIT'IIIN THIS PROJECT SHALL EITHER BE 9b
THE SOILS REPORT PREPARED BY SOILS ENGINEER AND GEOLOGIST REMOVED OR STRUCTURALLY 'TESTED TO VERIFY THE STRUCTURAL ( � � �
DESIGNATED BELOW. CAPABILITIES AND 'THE RE•SUL:TS SHALL BE APPROVED BY THE CITY h V J 11�IIdV• •RCP 2; It,
ENGINEER. Q IVE' p "
9. MATERIALS FOR CONIPACTED FILL SHALL CONSIST OF MATERIALS Si
V 6J '5:0.0020 '
APPROVED BY THE SOILS ENGINEER. FILL SOILS SHALL BE FREE FROM 10. THE CURB SHALL BE 'ETCHED" SHOWING LATERAL LOCATIONS: "S" FOR _.__._
24 - - - - -- - - - : -- -- - - - �;
ORGANIC VEGETABLE' h1A'1'TER AND OTHER UNSUII-ABLE SUBSTANCES. SEWER, "G" FOR GAS, AND "E" FOBZ ELECTRICAL> I � Dh b h YO -
10. THE MIA'I ERIAL USED IN THE COMPACTING PROCESS SHALL TIE EVENLY 11. 'TRAFFIC STRIPING, LEGENDS /AND PAVEMENTS MARKERS, TYPE AND U \ix
SPREAD, WATER ED, PROCESSED, AND COMPACTED IN - 1.111N LIFTS NOT 'TO LOCATIONS SHALL BE APPROVED BY THE CITY ENGINEER.
EXCEED 6 INCITES IN THICKNESS TO OUTAIN A UN1170RNILY DENSE LAYER.
IL WHEN THE MOISTURE C'ON'TENT IS BELOW THAT SPECIFIED BY THE SOILS CONSTRUCTION NOTES v k 'X4
ENGINEER, WATER SHALL BE ADDED BY -TIIE CONTRACTOR UNTIL THE I`
MIO1s ru1tE CONTENT Is Nrn1t OPTIMUM AS SPECIFIED. AND ESTIMATED QUANTITIES z ; ; a kQ
12. ❑'LIEN THE MOISTURE CON'I'L'Nl' IS ABOVE THAT SI ECIFIED UY TIIE SOILS a ts
ENGINEER THE MATERIAL, SHALL BE AERATED BY BLADING, MIXING, OR It�- CONSTRUCT Y AC OVER 4' AB 152,980 SF
OTHER ME'rHoUs SATISFACTORY TO THE SOILS ENGINEER UNTIL THE
MOISTURE CONTENT IS NEAR OPTIMUM AS SPECIFIED. (2� _CONSTRUCT 6* CURB AND GUTTEER (L5') PER DETAIL 4,186 LF V N cy h Q O `�'
/N9TALL 95:54 LF 3C".PCP
13. AFTER EACH LAYER HAS BEEN PLACED, MIXED, AND SPREAD EVENLY IT BELOW /11/BTALL 2W w2 4f 21 "AVP
SHALL BE THOROUGHLY COMPACTED TO 906 OF THE MAXIMUM 30 - CONSTRUCT 6' CURB PER RIVERSM COUNTY STD. PLAN' 3,040 LF (1000-0)
LABORATORY DENSITY IN COMPLIANCE WITH A.S.T.M[. D- 1557 -70. NO. 204
1•I. NOTHING IN THESE PLANS SHALL RELIEVE THE CON TRACTOR FROM a- INSTALL 18- RCP (D -LQAD PER VIROFILE) 9891E //d"fL 42.23 -
OBTAINING PERMITS AS RL'QUIRED BY TIIE CITY 01: LA QUIN'I'A MUNICIPAL Q �j " /B 'RCP C ?gAp-D) 15 4 m
CODE. 5 INSTALL. 36 RCP (D -LOAD PER PIROFILR) 535 LF V / �� �� `
INSTALL 30' RCP (D -LOAD PER PRtOFI1,E) 781E LINE! A '
15. T[ IE SOILS ENGINEER SII ALLINSPECTTHE PLACEMENT OF FILL DURINGT HE
GRA DING PROCESS ANDSIIALL FILE A WRITTEN REPORT UPON COMPLETION 7O-- CONST. MAL NO. I PER L.A.C.F_C.U!• STD. PLAN 2 -D102
OF GRADING STATING HIS OBSERVATIONS AS TO COMPLIANCE WITH THE 5EA { J
SOILS REPORT. CONST. DRYWELL PER DETAIL OIN SHT. 1 3 EA
16. ALL (YORK SHALL BE DONE IN ACCORDANCE lYITLI 'TIIE STANDARD PLANS (�9 -- CONST. CURB INLET CATCLI BAS11N PER COUNTY j N �y �j F/jy /Sf/ i
OF THE CITY OF LA QUINTA AND THE STANDARD SPECIFICATIONS FOR OF RIVERSIDE STD. PLAN NO. 300) (L =4') 5 EA ; P1 h yl w S[/RFi4CB
PUBLIC WORKS CONSTRUCT ION, LATEST EDI TION, AND RIVERSIDE COUNTY
S I'ANDARDS AND SPECIFICATIONS ORDINANCE NO. 461 LATEST EDITION. 0- INSTALL 2 V RCP (D -LOAD PER PIROFILE) 108 LF 1nZ
12 CONSTRUCT Y A.C. OVEN NATIVIE MATERIAL 70,197 SF
17. GRADING SHALL BE IN ACCORDANCE WI'rll THE ENGINEERED GRADING: � _ _25-
REQUIREMENTS OF THE UNIFORM( BUILDING CODE, LATEST EDI 1 -ION, AND 13 PARKING LO 11- STRIPING, LS R '`) t
SOILS ItEPORT NO.'T3 -109&?l VATFD gle5tffl PREPARED BY
i3}7FJIt1EJnW INQ, rEl EPHONE(61$134v -158b 14 INS -rALL BRICK AND MORTAR PILUG 3 E N
15 CONSTRUCT BARRICADE, REFLECTOR $ SIGN PER RIVERSIDE GCtJNTY AWELO 67NEEi
18. THE CONTRACTOR SHALL NOTIFY THE CITY BUILDING INSPECTOR 48 , `� \•
9
HOURS PRIOR TO ANY GRADING, BRUSHING OR STD. PLAN NO. 810 3 EA CLEANING AND EACH
PHASE 01: CONSTRUCTION AT (619) 564 -2246, AND 48 HOURS PRIOR '1'O 16 C(N•ISTIIUCT2"x4' REDWOOD HEADER 120 LF � \" H6L 3.0.030
REQUIRING INSPECTION.
47 REMOVE BWK AND MORTARPUJG 1 EA 30 30 _...- - -- --.. -_.._. _..._._..�Q. _.._._- _ - - -. -- �Q _- __.. -. _ ---• - - -. __ -.
I'). TIIr CONTRACTOR SHALL UERESPONSI FILL FOR PKOVIDINGANEFFECi 'LYE 18 PROTECT EXISTING IRPo( 3ATION PIPE (APPROXIMATE LOCATION) NOTIFY s =o.dp20 y�
MEANS OF DUST CONTROL WmCII SHALL INCLUDE PROVISIONS FOR OWNER AND ENGINEER CASE OF COIJCT AND ABANDON EA
THE " s'O.D /ap ; Na --
ADEQUAI-E WATERING DURING TE GRADING PROCESS AND PROVISIONS �
�
N NRF
Z g•
FOR CONTINUANCE OF DUST CONTROL AFTER THE GRADING UNTIL SUCH 19 INSTALL CONDWIT ENCASEMENT ; tg CY
'r1MTE THAT't'HE GRADED SURFACE PRESENT EFFICIENT YRO'fECI'IYE COVER e
AGAINST W(NU Olt WATER EROSION THAT SPECIAL. DUST CON'T'ROL 70 6' P.C.C. CONIFiEfE APRON tae SF 14
MEASURES ARE NO LONGER NECESSARY. _ rFp _ ''
1/ 8" PVC DRAM PPE 140 LF ?5 - -- `�. Z5
20. IF BURIED REMAINS ARE ENCOUNTERED DURING DEVELOPMENT, A
QUALIFIED ARCILAEOLOGIS'f SHALL BE CUN'1'AC'fEU IMMEDIATELY AND &2_3_ .7X7 DFM t3t�l WITH 6" M-#CK WALLS 6 EA'
APPROPRIATE MITIGAT'!ON MEASURES CAN BETAKEN. Gy
%a�- -i GO(M6TRIKK:T GC)NCt#EfE COLLAR :'PER COUNTY OF RNEASDE
21. ALL FILLS SHALL BE, COMPACTED TO A MINIMUM OF NINETY (90) PERCENT v STD. PAM NO. 1 EA ,� ' �' EP E -�� 8.0.004
OF MAXIMUM DENSITY AS DETERMINED BY UNIFORMED BUILDING CODE 4 W ( � - �+� cp� p
STANDARD NO.70 -1 OR EQUIVALE•N- 1- ASAPI'ROVED UY •r11ECl'rY ENGINEER. ' - Q I O
FIELD DENSITY SHAJ.L BE DETERMINED [N ACCORDANCE WIT11 THE u% 0 �` - .. -__� ! ____ __._.- 20 20.- .____,_ ... ! ___._.__ -- _.____.. _...__._ - ZQ N
IV, �p ' !
UNIFORM BUILDING CODE NO. 70 2, OR EQUIVALENT, AS UEl'EIZAIINEU BY
THE CITY ENGINEER. ' ESTINME OF EARTHWORK QUANTITIES:
22. LOCATIONS OF FIELD DENSITY TEST SHALL BE DETERMINED BY THE SOILS � \ � � V � ' `d Q q
ai '7 Rt � � V � I /NS7AL.L. 202. B9 LF� /8 "RCP (/150-0)
ENGINEER OR API'ROVEU "fES'fING AGENCY AND SIIALI. BE SUFFICIENT IN Q h M h 'r" pd'PW EQUIVAL6Vi
BOTH HORIZONTAL. AND VERTICAL PLACEME•N'r TO PROVIDE A. CLU13 HOUSE AREA CUrt (C,Y,) FILL (C,Y.) A �l 1
^+ti .!+, O y+. o3 bti
RrPRESEN "TA'rIVE TESTING OF ALL FILL PLACED. TESTING IN AREAS OF A
CRI'TIC'AL NATURE OF SPECIAL EMPHASIS SHALL BE IN ADDITION TO THE RAW CUT /FILL 16,072 6,764 . z
NORMAL REPRESENTATIVE SAMPLINGS. IN574ZZM9 -dV /NST[LCQ831F
J
SUBSIDENCE (0.2') (1,911) 951 /a -PVC / soR asJ f " 1e QcP �zaYJ D) o N o i
23. 1'l1E FINAL COMPACTION RET'OR'T AND AI'1'FtOYAL FttOki '1'lIE SOILS C9 � 1►
ENGINEER SHALL CONTAIN 171E TYPE OF FIELD 'rr -sTING I'ERFORhIE'D. TREE STRIPPING (02) •(1,911) 484 ^� �? ti 04 w N
EACII TESI' SLIALL BE IDENTIFIED WITH THE METHOD OF OUTAINING TIIE n N D N /NSTALC 77.98 LF
IN -PLACE DENSITY, WHETHER SAND CONE OR DRIVE RING AND SHALT. BE OVEREX. BLDG. AREA (3') 5,344 5,344 Q o N 30 RCP (1600 OJ . I
SO NOTED FOR EACH Z'ES'T. SUFFICIENT MAXIMUM DENSITY' "
DrTERM1t NATIONSHAI_ LBEPERFORMEDTO VERIFY THE ACCURACY OF TIIE OVEREX. PARKING (1) 13,583 13,583 10
MAXIMUM DENSITY CURVES USED BY THE FIELD TECHNICIAN. hVST.4CLB117LF
SHRINKAGE (15 %) 4,068 - /e'A�cP (zee7o -v) L /NE "A• 2 so 24. ALL TRAVELED WAYS MUST BE CLEANED DAILY OF ALL. DIRT, MUD AND
DEBRIS DEPOSITED ON THEM AS A RESULT OF GRADING OPERATION. SUBTOTAL 31,177 31,194 w
CLEANING IS TO BE DONE TO THE SATISFACTION OF CITY ENGINEER. L /NE `A" I N
25. CONSTRUCTION OPERATIONS AND MAINTENANCE OF EQU11'M1ENT WI HIN / O
ONE HALF MALE OF HUMAN OCCUPANCY SHALL BE PERFORMED ONLY
DURING'TIIE TIME PERIODS AS FOLLOWS: 2. GOLF HOLE /TUNNEL
OCTOBER IST - APRIL 301'11; MONDAY - FRIDAY 7:00 ANt'ro 5:30 I'M
SATURDAY 8:00 AM TO 5:00 1'M RAW CUT /FILL 47,225 146
MAY
AY 1ST- SEPTEMBER 30TH; MONDAY - FRIDAY 6:00 AN, TO 7:00 PM1
SA FRRDAY 8:00 AM 1'O 5:00 NO SUBSIDENCE (0.2) (2,666) L�NpSCAPE
YORK -ShA_: $1::= 'HGPilBlrt) AIL: Tw ',)N SLNDA( VR FEDEH/AL HO:JDAYS., 11 FA 3 EMEAT 26. 'I IIE LOCATIONS OF EXISTING UNDERGROUND UTILITIES AIt ESI10WN IN AN STRIPPING (2,666)
APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE -1.11E
EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK•
HE AGR EESTO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH SUBTOTAL 41,893 146 I
MIIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE ANI7 0
PRESERVE ANY AND ALL UNDERGROUND UTILITIES. d5' 20' /0' /0'
27. STREET NAME SIGNS AND TRAFFIC CONTROL, SIGNS, TYPE AND LOCATION TOTAL. 73,Q7U $1,34U 10 � 4 �Ot �N Fi1TUn� �
SHALL BE APPROVEDBYTHE CITY ENGINI- Elt.'1'RAFFICSTRIPIN(i,LEGENDS T ),5x
ANU PAVEMENT MIARK ERS, TYPE AND LO' SHALL BE APPROVED BY FIr4SHED (31 ADE
'['HE CITY ENGINEER. -��
_ P�VE.4IFNT 30 •�--- �•-"
28. T IIECONTRACTORSI IALL NOT DIST URIF EXISTINGSURVLYMONl1MEN'TSOR - f�:cIST. -�
LIENCII MIAIFI�� A191 -L12IIF FLt£ -f I =AFI}EJIt -I E}TJFTE3- F1TiRIPIEi CNSTICI)CTIEJ o-- GRADk _"-
REMOVAL AND REPLACEMENT SHALL DE DONE BY A REGISTERED CIVIL
ENGINEER WITH AND R.C.E. NUMBER BELOW 33,966, OR A LICENSED LAND I z
SURVEYOR ONLY. 3:1 SLOPE
ROADBED WIDTH TO THIS POINT
29.- AFTER CLEAR INGEXISTING GROUND SHALL BE SCARiFFD TOAM1INIMUMI ¢ 25 25
OF 6" ON TIIE ENTIRE SITE OR AS RECOMMILNUED BY A SOILS REPORT. 6" � V -6"
30. MAXIMUM CUT AND Fll.l. SLOPES = 2:1. 3 /8 "RAIaIUS 1.5" P 5UPERSEDED SEPARATE PLA�V)
+ 1 RADIUS � q N
31. MINIMUM BUILDING PAD DRAINAGE SLOPES = 2.0'8,. DRAINAGE SWALES i'�: '!Y• °•' W n\j 6"frC � 3
SHALL BE A MIINIMIUM OF 0.3' DEEP AND BE CONSTRUCTED A MINIMUM OF
2' FROM THE TOP OF CUT OR FILL SLOPES. A1JNIMUMI SWALE SLOPE= 0.50 %. '; -6' CURB FACE !q ± T b TUNNEL
r`?+ CAR HITH
• .. (Nor PART CF rwi if P"uJE1vSEtdT) � \(PJ0 25
32. AI.L S'I'REG(' SEC "fIONS AKE 1'ENTATIYE, 'rllE MIINIMUM SECTION IS 3' A.C. �. I 3/8' SURFACING 35 u 20 --- - ._- - - -•- - --- -_ -- - _.. -_ -- - - .- .--- .___.- _.._ - - -- __... __ ._ ..._..._._. .. �T) -- - -- - ZD
PART OF THIS IMPflOVF�
12.5' 314" RADIUS [V �- J
OVER 4" A.U. CLASS 11, ADDITIONAL SOIL TEST MAY BETAK E•N AFTL'R HOUGH
GRADING 1'O DETERMINE EXACT SECTION REQUIREMENTS_ .. '
F /N /SN SLGPFACE 0
33. ALL UNDERGROUND FACILl1'IES, 1YITI1 LATERALS, SLIALL UE IN PLACE AND n _ �Ar � * A' � oP� � , � IbA Ilr
INSPETHE CTED PRIOR TO PAVING, INCLUDING, BUT NOT LIMITED TO THE �. A 6''
FOLLOWING: SEWER, WATER, ELECTRIC, GAS AND DRAINAGE. \ 20.
34. BLOCK WALLS ARE NOT PART OF THE GRADING PERMIT. St1UMl'r FOR 6 r - - -- � 30 17
35. I9
SEPARA 1'E BUILDING PERMIT. I 7- 1.5" LEVEL LIME I f7GY
m
35. ALT. CONSTRUCTION AREASSHALL BE PROPERLY POS'l El) AND LIGHTED IN
ON CONFORMANCE WITH FHESlATE MANUAL OF WARNING SIGNS, LIGHTS, 00'4WDERA18S
AND DEVICES FOR USE IN TIIE PL'RFORNIANCE OF WORK•UPON IIIGHWAYS,IN CLASS "B' CONCRETE
ORDER TO ELIMIINATE ANY HAZARDS, S.0.0
1.351 CU. Fr. / LF A 6 _
CU. YD. = 19.96 LF 25
MINIMUM PERMISSIBLE GRADE 0.35%
u 1. Z +06 i. ep ° UNDERFPASS PROFILE
TYPE A CURB U�� " '�- h >,t '� �• tlowz. r 20'
2 �o- h o
(N.T.S.) � ° �Ix O VERY. 1" -- 4. •
PAV
SEE EXTER/OR o >N h o Ej
STREET NYOROLOCY Q� N
STUDY TRACT24890
•IVSTALL /7J24 LF- 18 "RCP (15X-.0) °° No. 20596
D I IK E■P.9 -30 -93
L /NE "L'to J'q,£CIVIA
Of CAUL
?2.29.00 9'0c
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LA MM11<i�,
TYPICAL. SECTION
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APPROVED BY: '- '1
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RE
DATE: 2.2-r.- I/ RC E NO_ _� EXPHcS Fr30 9A '
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NO. 24890
8" ABS DRAIN PIPE'" �
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n
12
T CONCRETE COLLAR
`
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CONCRETE RING
F '
D$ .1? A' A. 12'.7 w
b Vil
S- 0.0339 Y - BACKFILL WITH 3/6"
WASI-ED ROCK
L /NE "D„ 1B '
-- - - - - IO
"')"F/ UNDISTURBED SOIL
_ DRYWELL DETAIL
5 :0:0/00 " 1 CURB FACE •
EDGE OF 16' GUTTF.RI
I
3 * CATCH BASIN PARKING.LOT
± .. PLAN VEW
N N ; USE Z" LOCAL DEPBES 2N:
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� INSTA��'60.Q• ?y 4� i
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30' 30' 115' 1 20' 110', 20' 15' 30' 30' 8
PARKING LOT ( PARKING LOT
1
2 '
P. TYP.
-- TY
SECTION A -A
TYPICAL PARKING LOT SECTION
(N.T,S.)
24'
LINE *A-3" 52n
�1 Fes' NOTE:
--_. ICINI *ry MAT'
APPKOVAL OF THESE I°LANS 13 FOI+C DRAINAGE AND "°""' ° ""' . �-�^ •
l \11WG IMrICOVFMF-NT OF 7HE CLUB HOU'5E• MWKING CITY of LA QUiNTA NOT TO SCALE
`
LOT AND EL+TTPANC£ 5TMET (rtZ)MBI•0) ONLY. S�A.RATE PIER Set No.
APt'T lAL WILL 13E ICEgUIRZO FCAr CLU15 bCQ5F_
BUILDING AND ITS AD-10IYING IMPteCOV�CIENT, 9 O'] f„
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n,
1
SOIL ENGINEER/GEOLOGIST: .•,.: �; �I, ��-.,�•
BUENA tNGN�ERS, INC. ,�.N%
7.�Yti /.4
79 -811 COUNTRY CLUB DRIVE SL TE #4`- .,,_ `.1,
BERMUDA D11tIES, CA. 92201 619 345-1588
( )
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CIS CITRUS cptlRS
LA MM11<i�,
TYPICAL. SECTION
/y
APPROVED BY: '- '1
CITY _ ANK ,y- .Y{..DS .
RE
DATE: 2.2-r.- I/ RC E NO_ _� EXPHcS Fr30 9A '
SCALE:
11 I
1 = 40
POMSLO
4 VENTURE S11I11 100
IRVUI&, CALJ_F(JKNIA 92718.1999
(714) 753.9011 ♦ FAX (714) 753.9727'
_
13!
$
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DATE
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AVENIDA NWSTRA
d AVENUE
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�1 Fes' NOTE:
--_. ICINI *ry MAT'
APPKOVAL OF THESE I°LANS 13 FOI+C DRAINAGE AND "°""' ° ""' . �-�^ •
l \11WG IMrICOVFMF-NT OF 7HE CLUB HOU'5E• MWKING CITY of LA QUiNTA NOT TO SCALE
`
LOT AND EL+TTPANC£ 5TMET (rtZ)MBI•0) ONLY. S�A.RATE PIER Set No.
APt'T lAL WILL 13E ICEgUIRZO FCAr CLU15 bCQ5F_
BUILDING AND ITS AD-10IYING IMPteCOV�CIENT, 9 O'] f„
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1
SOIL ENGINEER/GEOLOGIST: .•,.: �; �I, ��-.,�•
BUENA tNGN�ERS, INC. ,�.N%
7.�Yti /.4
79 -811 COUNTRY CLUB DRIVE SL TE #4`- .,,_ `.1,
BERMUDA D11tIES, CA. 92201 619 345-1588
( )
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!
S!<+NET) DATE ^!I'B/I
��^� LANDMARK'
�' '! !;
LAND CO.
r"t P.O. BOX 1000 LA QUNTA, CA 92243 619 564 450
MORSE CONSULTING GROUP
PLANNING • ENGINEERING • SURVEWNG
REVISIONS:
APPROVED
PREPARED BY:
DATE: f +�a�0 'E> P R' S9 - 0 -93
APPROVED BW
N COtMi` s `6AT[ '�
CITY OF LA QUI NTA
_
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OR,�D1�tG PAVING DRAINAGE I
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CIS CITRUS cptlRS
LA MM11<i�,
APPROVED BY: '- '1
CITY _ ANK ,y- .Y{..DS .
RE
DATE: 2.2-r.- I/ RC E NO_ _� EXPHcS Fr30 9A '
SCALE:
11 I
1 = 40
BENCHMARK: �E�'•+Q ++O
275 MILEStWH ON MSEM CN STP'�FEOT. 330/0 EETT WA114
g9+ GENTEf ufE OF AV ENE 62, 30 0 iiET EAST OF fE! TE l '
FtE o. wabrr4TON 3TREET. 6.0 PEeT 30VTN OF PpnER
Pq•E s9BY210. A 1.25 pLN RON PIPE tf,2 IFFY NGY1 N
souTlc wr OWARTEN of bccnON 6, T,sRreT "Cii N
P,,GES 75 AND 41.
4 VENTURE S11I11 100
IRVUI&, CALJ_F(JKNIA 92718.1999
(714) 753.9011 ♦ FAX (714) 753.9727'
_
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DATE
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AB 73 REQUIRES EVERY PERSON PLANNING TO CONDUCT EXCAVATION
NOTIFY A REGIONAL NOTIFICATION CENTER AT LEAST TWO PRIOR TO
EXCAVATION AND, IF PRACTICAL, THE AREA TO BE EXCAVATED SHALL BE
DELINEATED. A VERIFICATION NUMBER WILL BE GIVEN UPON SUCH
NOTIFICATION WITHOUT WHICH ANY PERMIT OR DIRECTIVE GIVING
PERMISSION TO EXCAVATE SHALL BE INVALID. VERIFICATION NUMBERS
EXPIRE IN 14 DAYS. FOR BEST COMMUNICATION, PERSONS PERFORMING
EXCAVATION SHOULD MEET THE UTILITY COMPANIES AT THE JOB SITE. FOR
MORE INFORMATION YOU CAN CONTRACT THE LOCAL REGIONAL INFORMATION
CENTER.
UNDERGROUND SERVICE ALERT
3030 SATURN STREET, SUITE 200
BREA, CA 92621
1 -(800) 227 -2600
UNDERGROUND UTILITIES
ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR
OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH
THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING
THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES
TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES
RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT
REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS
EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY
MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER
UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S
RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES
CONCERNED BEFORE STARTING WORK.
GRADING NOTES
1. IF THE CIVIL ENGINEER OR SOILS ENGINEER ARE CHANGED DURING THE COURSE OF
WORK, ALL WORK SHALL BE STOPPED UNTIL A REPLACEMENT HAS AGREED TO ACCEPT
THE RESPONSIBILITY FOR CERTIFICATION UPON COMPLETION OF THE WORK.
2. ALL BRUSH, VEGETATION AND OTHER DELETERIOUS MATERIAL, SUCH A RUBBISH SHALL
BE COLLECTED, PILED AND REMOVED FROM THE SITE PRIOR TO PLACING FILL, LEAVING
THE SITE FREE AND CLEAR FROM OBJECTIONABLE MATERIAL.
3. ANY UNDERGROUND STRUCTURES SUCH AS CESSPOOLS, SEPTIC TANKS, WELLS OR
PIPES NOT LOCATED PRIOR TO GRADING ARE TO BE REMOVED OR TREATED IN A MANNER
PRESCRIBED BY SOILS ENGINEER,
4. SOIL, ALLUVIUM, OR ROCK MATERIALS DETERMINED BY THE SOILS ENGINEER AS BEING
UNSUITABLE FOR PLACEMENT IN COMPACTED FILLS SHALL BE REMOVED FROM THE SITE.
THE SURFACE SHALL THEN BE PLOWED OR SCARIFIED TO A MINIMUM DEPTH OF 6
INCHES UNTIL THE SURFACE IS FREE FROM UNEVEN FEATURES THAT WOULD TEND TO
PREVENT UNIFORM COMPACTION BY THE EQUIPMENT USED.
5. BUILDING AREAS SHOULD BE OVEREXCAVATED TO DEPTH OF AT LEAST FIVE (5) FEET
BELOW THE ' BOTTOM OF THE FOOTINGS. THE EXPOSED SURFACE SHOULD BE SCARIFIED,
MOISTURE CONDITIONED AND RECOMPACTED TO AT LEAST NINETY (90) PERCENT OF
MAXIMUM DENSITY. THE PREVIOUSLY REMOVED SOILS SHOULD BE REPLACED IN THIN
LIFTS AT NEAR OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST (90) PERCENT
OF MAXI DENSITY. OVEREXCAVATION AND COMPACTION SHOULD BE VERIFIED BY TESTING
THIS APPLIES TO THE BUILDING AREAS AND AT LEAST FIVE (5) FEET BEYOND FOOTING
LIMITS EXCEPT ADJACENT TO THE EXISTING EQUIPMENT BUILDING WHICH WILL BE LIMITED
BY THE PRESENCE OF THE SHORING AND UNDERPINNING SYSTEM.
6. MATERIALS FOR COMPACTED FILL SHALL CONSIST OF MATERIALS APPROVED BY THE
SOILS ENGINEER. FILL SOILS SHALL BE FREE FROM ORGANIC VEGETATION MATTER AND
01THER UNSUITABLE SUBSTANCES.
7. THE MATERIAL USED IN THE COMPACTING PROCESS SHALL BE EVENLY SPREAD,
WATERED, PROCESSED AND COMPACTED IN THE LIFTS NOT TO EXCEED 6 INCHES IN
THICKNESS TO OBTAIN A UNIFORMLY DENSE LAYER.
8. WHEN THE MOISTURE CONTENT IS BELOW THAT SPECIFIED BY THE SOILS ENGINEER,
WATER SHALL BE ADDED BY THE CONTRACTOR UNTIL THE MOISTURE CONTENT IS NEAR
OPTIMUM AS SPECIFIED.
9. WHEN THE MOISTURE CONTENT IS ABOVE THAT SPECIFIED BY THE SOILS ENGINEER THE
MATERIAL SHALL BE AERATED BY BLADING, MIXING, OR OTHER METHODS SATISFACTORY
TO THE SOILS ENGINEER UNTIL THE MOISTURE CONTENT IS NEAR OPTIMUM AS SPECIFIED.
10. WHERE FILLS ARE MADE ON HILLSIDES OR EXPOSED SLOPE AREAS, GREATER THEN
TEN (10) PERCENT, HORIZONTAL BENCHES SHALL BE CUT INTO FIRM UNDISTURBED
NATURAL GROUND TO PROVIDE A HORIZONTAL BASE SO THAT EACH LAYER IS PLACED
AND COMPACTED ON A HORIZONTAL PLANE. THE INITIAL BENCH AT THE TOE OF THE
RILL SHALL BE AT LEAST TEN(10) FEET IN WIDTH ON FIRM, UNDISTURBED NATURAL
GROUND AT THE ELEVATION OF THE TOE STAKE PLACED AT THE NATURAL ANGLE OF
REPOSE OR DESIGN SLOPE AND WIDTH AND FREQUENCY OF SUCCEEDING BENCHES
WIILL VARY WITH THE SOIL CONDITIONS AND THE STEEPNESS OF SLOPE.
111, IF BURIED REMAINS ARE ENCOUNTERED DURING DEVELOPMENT, A QUALIFIED
ARCHAEOLOGIST SHALL BE CONTACTED IMMEDIATELY AND APPROPRIATE MITIGATION
MEASURES CAN BE TAKEN.
12. EARTH - MOVING AND WORKING OPERATIONS SHALL BE CONTROLLED TO PREVENT
WATER FROM RUNNING INTO EXCAVATED AREAS. EXCESS WATER SHALL BE PROMPTLY
REMOVED AND THE SITE KEPT DRY. FILL MATERIAL SHALL NOT BE PLACED, SPREAD
OR ROLLED DURING UNFAVORABLE WEATHER CONDITIONS. WHEN THE WORK IS
INTERRUPTED BY HEAVY RAIN, FILL OPERATIONS SHALL NOT BE RESUMED UNTIL FIELD
TESTS BY THE SOILS ENGINEER INDICATE THAT THE MOISTURE CONTENT AND DENSITY
OF THE FILL ARE AS PREVIOUSLY SPECIFIED.
13. COMPACTION SHALL BE BY SHEEPSFOOT ROLLERS, VIBRATING SHEEPSFOOT ROLLERS,
MULTIPLE -WHEEL PNEUMATIC -TIRED ROLLERS OR OTHER TYPES OR ACCEPTABLE
COMPACTING ROLLERS. ROLLERS SHALL BE OF SUCH DESIGN THAT THEY WILL BE ABLE
TO COMPACT THE FILL TO THE SPECIFIED DENSITY. ROLLING SHALL BE ACCOMPLISHED
WHILE THE FILL MATERIAL IS WITHIN THE SPECIFIED MOISTURE CONTENT RANGE. ROLLING
OF EACH LAYER SHALL BE CONTINUOUS OVER ITS ENTIRE AREA AND THE ROLLER SHALL
MAKE SUFFICIENT TRIPS TO INSURE THAT THE REQUIRED DENSITY HAS BEEN OBTAINED.
14. FILL AND BACKFILL SHOULD BE COMPACTED TO THE MINIMUM OF NINETY (90)
PERCENT OF MAXIMUM DRY DENSITY OBTAINED BY THE ASTM D 1557 TEST METHOD.
15. AUXILIARY STRUCTURES INCLUDING FREESTANDING OR RETAINING WALLS SHOULD
HAVE THE EXISTING SOILS 3' BENEATH THE BOTTOM OF THE FOOTING OF THE
STRUCTURE COMPACTED TO 90 %. THE GRADING REQUIREMENTS APPLY TO THREE
(3) FEET BEYOND THE FACE OF WALLS.
16. FIELD DENSITY TESTS WILL BE PERFORMED BY THE SOIL ENGINEER DURING GRADING
OPERATIONS. AT LEAST ONE (1) TEST SHALL BE MARE FOR EACH FIVE HUNDRED (500)
CUBIC YARDS OR FRACTION THEREOF PLACED WITH A MINIMUM OF TWO (2) TESTS PER
LAYER IN ISOLATED AREAS. WHERE SHEEPSFOOT ROLLERS ARE USED, THE SOIL MAY BE
DISTURBED TO A DEPTH OF SEVERAL INCHES. DENSITY TESTS SHALL BE TAKEN IN
COMPACTED MATERIAL BELOW THE DISTURBED SURFACE. WHEN THESE TESTS INDICATE
THAT THE DENSITY OF ANY LAYER OF FILL, OR PORTION THEREOF IS BELOW THE
REQUIRED DENSITY, THIS PARTICULAR LAYER OR PORTION SHALL BE REWORKED UNTIL
17. THE METHODS FOR REMOVAL OF SUBSURFACE IRRIGATION AND UTILITY LINES WILL
DEPEND ON THE DEPTH AND LOCATION OF THE LINE. ONE OF THE FOLLOWING
METHODS MAY BE USED: 1) REMOVE THE PIPE AND COMPACT THE SOIL IN THE TRENCH
ACCORDING TO THE APPLICABLE PORTIONS OF THESE GRADING RECOMMENDATIONS, 2) THE
PIPE SHALL BE CRUSHED IN THE TRENCH. THE TRENCH SHALL THEN BE FILLED AND
COMPACTED ACCORDING TO THE APPLICABLE PORTIONS OF THESE GRADING
SPECIFICATIONS, 3) CAP THE ENDS OF THE LINE WITH CONCRETE TO MITIGATE ENTRANCE
OF WATER, THE LENGTH OF THE CAP SHALL NOT BE LESS THAN FIVE (5) FEET. THE
CONCRETE MIX SHALL HAVE A MINIMUM SHRINKAGE.
18. ABANDONED WATER WELLS ON THE SITE SHALL BE CAPPED ACCORDING TO THE
REQUIREMENTS OF THE APPROPRIATE REGULATORY AGENCY. THE STRENGTH OF THE
CAP SHALL BE AT LEASE EQUAL TO THE ADJACENT SOILS. THE FINAL ELEVATION OF THE
TOP OF THE WELL CASING MUST BE A MINIMUM OF THIRTY -SIX (36) INCHES BELOW
ADJACENT GRADE PRIOR TO GRADING OR FILL OPERATIONS. STRUCTURE FOUNDATIONS
SHOULD NOT BE PLACED OVER THE CAPPED WELL
PRIVATE ENGINEERING NOTE
CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY
ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE
REQUIRED -TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE
CONDITIONS DURING THE COURSE OR CONSTRUCTION OF THE PROJECT.
INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT
SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL
WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO
DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM
ANY AND ALL LIA BIL ITY REAL OR ALLEGED, IN CONNECTION WITH THE
PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LABILITY ARISING
FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL.
SEE SHEET 2
DESIGNED BY: E.L.
Tract No. 248901111111111 4
CONSTRUCTION ITEM
QUANTITY
UNIT
GENERAL NOTES
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1. ALL WORK SHALL BE IN DONE IN ACCORDANCE WITH THE STANDARD PLANS OF THE CITY
56
OF LA QUINTA AND THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION,
•
LATEST EDITION, AND RIVERSIDE COUNTY STANDARDS AND SPECIFICATIONS ORDNANCE
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NO. 461, LATEST EDITION.
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2. THE CONTRACTOR SHALL OBTAIN ALL PERMITS AS REQUIRED BY THE CITY OF LA QUINTA
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OR OTHER GOVERNING AGENCIES.
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3. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE
�11ii1t� r "� � ~+►
WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING
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UTILITIES BEFORE COMMENCING WORK, HE AGREES TO BE FULLY RESPONSIBLE FOR ANY
117
AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE
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AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES.
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4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL, REPLACEMENT OR
12
RELOCATION OF ALL REGULATORY, WARNING AND GUIDE SIGNS.
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5. STREET NAME SIGNS AND TRAFFIC CONTROL SIGNS, TYPE AND LOCATION SHALL BE
13
APPROVED BY THE CITY ENGINEER. TRAFFIC STRIPING, LEGENDS AND PAVEMENT
1,000
MARKERS, TYPE AND LOCATIONS SHALL BE APPROVED BY THE CITY ENGINEER.
14
6. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS OR BENCH MARKS
360
NOTED ON THE PLANS, OR FOUND DURING CONSTRUCTION. REMOVAL AND REPLACEMENT
i
SHALL BE DONE BY A REGISTERED CIVIL ENGINEER WITH AN R.C.E. NUMBER BELOW 33,966,
2
OR A LICENSED LAND SURVEYOR ONLY.
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7. GRADING SHALL BE IN ACCORDANCE WITH THE ENGINEERED GRADING REQUIREMENTS OF
39
THE UNIFORM BUILDING CODE, LATEST EDITION, AND
17
SOILS ENGINEERING REPORT, PREPARED BY BUENA ENGINEERS, INC. CALIFORNIA
I
DATED DECEMBER 14, 1984, REPORT NO. 84--12 -239
UPDATE LEMER TROJ. NO. 00 -10-- -470 DATE: 10 -20 -00
PREPARED BY: SLADEF'N ENGINEERING
8. THE CONTRACTOR SHALL NOTIFY THE CITY PUBLIC WORKS INSPECTOR 48 HOURS PRIOR
TO ANY GRADING, BRUSHING OR CLEARING AND EACH PHASE OF CONSTRUCTION AT
(760) 777 -7075 AND 48 HOURS PRIOR TO REQUIRING INSPECTIONS.
9. DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT
DRAINAGE STRUCTURES, TEMPORARY DRAINAGE CONTROL SHALL BE PROVIDED TO
PREVENT PONDING WATER AND DAMAGE TO ADJACENT PROPERTY.
l
10. CONSTRUCTION OPERATIONS AND MAINTENANCE OF EQUIPMENT WITHIN ONE HALF MILE
OF HIUMAN OCCUPANCY SHALL BE PERFORMED ONLY DURING THE TIME PERIODS AS
FOLLOWS:
OCTOBER 1ST TO APRIL 30TH: MONDAY- FRIDAY 7:00 AM TO 5:30 PM
MAY 1ST TO SEPTEMBER 30TH: MONDAY- FRIDAY 6:00 AM TO 7:00 PM
T
WORK SHALL. BE PROHIBITED ANY TIME ON SUNDAY OR FEDERAL HOLIDAY.
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11. AFTER CLEARING EXISTING GROUND SHALL BE SCARIFIED TO A MINIMUM OF 6" ON THE
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ENTIRE SITE OR AS RECOMMENDED BY SOILS REPORT.
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12. MAXIMUM CUT AND FILL SLOPES = 2:1.
13. PADS SHALL BE COMPACTED TO A MINIMUM OF 90% RELATIVE DENSITY PER A.S.T.M.
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SPECIFICATIONS AND ABOVE MENTIONED SOILS REPORT.
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14. MINIMUM BUILDING PAD DRAINAGE SHALL BE 2 %. DRAINAGE SWALES SHALL BE A
MINIMUM OF 0.3' DEEP AND CONSTRUCTED A MINIMUM OF 2' FROM THE TOP OF CUT OR
FILL SLOPES MINIMUM. SLOPE OF SWALES SHALL BE 0.50 %.
15. ALL FILLS SHALL BE COMPACTED TO A MINIMUM OF NINETY (90) PERCENT OF MAXIMUM
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DENSITY AS DETERMINED BY UNIFORM BUILDING CODE SEC. 7010 OR EQUIVALENT AS
APPROVED BY THE CITY ENGINEER. FIELD DENSITY SHALL BE DETERMINED IN
ACCORDANCE WITH THE UNIFORM BUILDING CODE SEC. 7002, OR EQUIVALENT, AS
DETERMINED BY THE CITY ENGINEER.
16. ALL STREET SECTIONS ARE TENTATIVE THE MINIMUM SECTION IS 3" A.C. /4.5" CRUSHED A..B.
"
ADDITIONAL SOIL TEST SHALL BE REQUIRED AFTER ROUGH GRADING TO DETERMINE
EXACT SECTION REQUIREMENTS. CITY ENGINEER TO APPROVE FINAL STREET SECTION.
17. LOCATIONS OF FIELD DENSITY TEST SHALL BE DETERMINED BY THE SOIL ENGINEER OR
APPROVED TESTING AGENCY AND SHALL BE SUFFICIENT IN BOTH HORIZONTAL AND
I
VERTICAL PiACEME14T TO PROVIDE REPRESENTATIVE TESTING OF ALL FILL AND PLACED.
TESTING IN AREAS OF A CRITICAL NATURE OF SPECIAL OF ALL FILL PLACED. TESTING IN
AREAS OF CRITICAL NATURE OF SPECIAL EMPHASIS SHALL BE IN ADDITION TO THE
1
NORMAL REPRESENTATIVE SAMPLINGS.
18, ALL UNDERGROUND FACILITIES, WITH LATERALS, SHALL BE IN PLACE AND INSPECTED
PRIOR. TO PAVING, INCLUDING, BUT NOT LIMITED TO THE FOLLOWING: SEWER, WATER,
ELECTRIC, GAS AND DRAINAGE.
19. THE FINAL UTILITY LINE BACKFILL REPORT FROM THE PROJECT SOIL ENGINEER SHALL
INCLUDE AN APPROVAL STATEMENT THAT THE BACKFILL IS SUITABLE FOR THE INTENDED
USE.
20. THE FINAL COMPACTION REPORT AND APPROVAL FROM THE SOILS ENGINEER SHALL
CONTAIN THE TYPE OF FIELD TESTING PERFORMED. EACH TEST SHALL BE IDENTIFIED WITH
i
THE METHOD OF OBTAINING THE IN -PLACE DENSITY, WHETHER SAND CONE OR DRIVE PING
AND SHALL BE SO NOTED FOR EACH TEST. SUFFICIENT MAXIMUM DENSITY DETERMINATION
11
SHALL BE PERFORMED TO VERIFY THE ACCURACY OF THE MAXIMUM DENSITY CURVES
USED BY THE FIELD TECHNICIAN.
21. ALL TRAVELED WAYS MUST BE CLEANED DAILY OF ALL DIRT, MUD, AND DEBRIS
P
DEPOSITED ON THEM AS A RESULT OF THE GRADING OPERATION. CLEANING IS TO BE DONE
TO THE SATISFACTION OF THE CITY ENGINEER.
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22. BLOCK WALLS ARE NOT PART OF THE GRADING PERMIT. SUBMIT FOR SEPARATE
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BUILDING PERMIT.
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23. ALL CONSTRUCTION AREAS SHALL BE PROPERLY POSTED AND LIGHTED IN CONFORMANCE
m
WITH THE STATE MANUAL OF WARNING SIGNS, LIGHTS AND DEVICES FOR USE IN THE
o
PERFORMANCE OF WORK UPON HIGHWAYS, IN ORDER TO ELIMINATE ANY HAZARDS.
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24. THE SOILS ENGINEER AND ENGINEERING GEOLOGIST SHALL EXERCISE SUFFICIENT
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SUPERVISORY CONTROL DURING GRADING TO INSURE COMPLIANCE WITH THE PLANS,
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SPECIFICATIONS, AND CODE WITHIN THEIR PURVIEW.
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25. THE C11Y ENGINEER WILL REVIEW FOR APPROVAL THE STREET SECTIONS AFTER
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SUBMITTAL OF "R" VALUE TESTS FOR ROADWAY SUBBASE.
26. THE DESIGN CIVIL ENGINEER SHALL EXERCISE SUFFICIENT CONTROL DURING GRADING
a
AND CONSTRUCTION TO INSURE COMPLIANCE WITH THE PLANS, SPECIFICATIONS, AND
CODE WITHIN HIS PURVIEW.
27. THE CONTRACTOR IS RESPONSIBLE TO PREVENT SILT CONTAMINATION OF STORMWATER
INFILTRATION FACILITIES DURING CONSTRUCTION OF SUBSEQUENT IMPROVEMENTS BY
THE CONTRAC1'OR. IMMEDIATELY PRIOR TO FINAL ACCEPTANCE OF STORM DRAINAGE
RETENTION /INFILTRATION FACILITIES, THE CONTRACTOR SHALL CONDUCT, IN THE
PRESENCE OF THE CITY INSPECTOR, A PERFORMANCE TEST DESIGNED TO CLEARLY
DEMONSTRATE 'THE FUNCTIONAL ADEQUACY OF THE FACILITIES.
28. THE CONTRACTOR SHALL PROVIDE WIND EROSION AND DUST CONTROL MEASURES AS
EQUIRED_SY THE EUGITIVE_DUST CONTRO PI AN APPROVED- BEFORE THIS PROJECT
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AB 73 REQUIRES EVERY PERSON PLANNING TO CONDUCT EXCAVATION
NOTIFY A REGIONAL NOTIFICATION CENTER AT LEAST TWO PRIOR TO
EXCAVATION AND, IF PRACTICAL, THE AREA TO BE EXCAVATED SHALL BE
DELINEATED. A VERIFICATION NUMBER WILL BE GIVEN UPON SUCH
NOTIFICATION WITHOUT WHICH ANY PERMIT OR DIRECTIVE GIVING
PERMISSION TO EXCAVATE SHALL BE INVALID. VERIFICATION NUMBERS
EXPIRE IN 14 DAYS. FOR BEST COMMUNICATION, PERSONS PERFORMING
EXCAVATION SHOULD MEET THE UTILITY COMPANIES AT THE JOB SITE. FOR
MORE INFORMATION YOU CAN CONTRACT THE LOCAL REGIONAL INFORMATION
CENTER.
UNDERGROUND SERVICE ALERT
3030 SATURN STREET, SUITE 200
BREA, CA 92621
1 -(800) 227 -2600
UNDERGROUND UTILITIES
ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR
OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH
THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING
THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES
TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES
RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT
REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS
EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY
MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER
UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S
RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES
CONCERNED BEFORE STARTING WORK.
GRADING NOTES
1. IF THE CIVIL ENGINEER OR SOILS ENGINEER ARE CHANGED DURING THE COURSE OF
WORK, ALL WORK SHALL BE STOPPED UNTIL A REPLACEMENT HAS AGREED TO ACCEPT
THE RESPONSIBILITY FOR CERTIFICATION UPON COMPLETION OF THE WORK.
2. ALL BRUSH, VEGETATION AND OTHER DELETERIOUS MATERIAL, SUCH A RUBBISH SHALL
BE COLLECTED, PILED AND REMOVED FROM THE SITE PRIOR TO PLACING FILL, LEAVING
THE SITE FREE AND CLEAR FROM OBJECTIONABLE MATERIAL.
3. ANY UNDERGROUND STRUCTURES SUCH AS CESSPOOLS, SEPTIC TANKS, WELLS OR
PIPES NOT LOCATED PRIOR TO GRADING ARE TO BE REMOVED OR TREATED IN A MANNER
PRESCRIBED BY SOILS ENGINEER,
4. SOIL, ALLUVIUM, OR ROCK MATERIALS DETERMINED BY THE SOILS ENGINEER AS BEING
UNSUITABLE FOR PLACEMENT IN COMPACTED FILLS SHALL BE REMOVED FROM THE SITE.
THE SURFACE SHALL THEN BE PLOWED OR SCARIFIED TO A MINIMUM DEPTH OF 6
INCHES UNTIL THE SURFACE IS FREE FROM UNEVEN FEATURES THAT WOULD TEND TO
PREVENT UNIFORM COMPACTION BY THE EQUIPMENT USED.
5. BUILDING AREAS SHOULD BE OVEREXCAVATED TO DEPTH OF AT LEAST FIVE (5) FEET
BELOW THE ' BOTTOM OF THE FOOTINGS. THE EXPOSED SURFACE SHOULD BE SCARIFIED,
MOISTURE CONDITIONED AND RECOMPACTED TO AT LEAST NINETY (90) PERCENT OF
MAXIMUM DENSITY. THE PREVIOUSLY REMOVED SOILS SHOULD BE REPLACED IN THIN
LIFTS AT NEAR OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST (90) PERCENT
OF MAXI DENSITY. OVEREXCAVATION AND COMPACTION SHOULD BE VERIFIED BY TESTING
THIS APPLIES TO THE BUILDING AREAS AND AT LEAST FIVE (5) FEET BEYOND FOOTING
LIMITS EXCEPT ADJACENT TO THE EXISTING EQUIPMENT BUILDING WHICH WILL BE LIMITED
BY THE PRESENCE OF THE SHORING AND UNDERPINNING SYSTEM.
6. MATERIALS FOR COMPACTED FILL SHALL CONSIST OF MATERIALS APPROVED BY THE
SOILS ENGINEER. FILL SOILS SHALL BE FREE FROM ORGANIC VEGETATION MATTER AND
01THER UNSUITABLE SUBSTANCES.
7. THE MATERIAL USED IN THE COMPACTING PROCESS SHALL BE EVENLY SPREAD,
WATERED, PROCESSED AND COMPACTED IN THE LIFTS NOT TO EXCEED 6 INCHES IN
THICKNESS TO OBTAIN A UNIFORMLY DENSE LAYER.
8. WHEN THE MOISTURE CONTENT IS BELOW THAT SPECIFIED BY THE SOILS ENGINEER,
WATER SHALL BE ADDED BY THE CONTRACTOR UNTIL THE MOISTURE CONTENT IS NEAR
OPTIMUM AS SPECIFIED.
9. WHEN THE MOISTURE CONTENT IS ABOVE THAT SPECIFIED BY THE SOILS ENGINEER THE
MATERIAL SHALL BE AERATED BY BLADING, MIXING, OR OTHER METHODS SATISFACTORY
TO THE SOILS ENGINEER UNTIL THE MOISTURE CONTENT IS NEAR OPTIMUM AS SPECIFIED.
10. WHERE FILLS ARE MADE ON HILLSIDES OR EXPOSED SLOPE AREAS, GREATER THEN
TEN (10) PERCENT, HORIZONTAL BENCHES SHALL BE CUT INTO FIRM UNDISTURBED
NATURAL GROUND TO PROVIDE A HORIZONTAL BASE SO THAT EACH LAYER IS PLACED
AND COMPACTED ON A HORIZONTAL PLANE. THE INITIAL BENCH AT THE TOE OF THE
RILL SHALL BE AT LEAST TEN(10) FEET IN WIDTH ON FIRM, UNDISTURBED NATURAL
GROUND AT THE ELEVATION OF THE TOE STAKE PLACED AT THE NATURAL ANGLE OF
REPOSE OR DESIGN SLOPE AND WIDTH AND FREQUENCY OF SUCCEEDING BENCHES
WIILL VARY WITH THE SOIL CONDITIONS AND THE STEEPNESS OF SLOPE.
111, IF BURIED REMAINS ARE ENCOUNTERED DURING DEVELOPMENT, A QUALIFIED
ARCHAEOLOGIST SHALL BE CONTACTED IMMEDIATELY AND APPROPRIATE MITIGATION
MEASURES CAN BE TAKEN.
12. EARTH - MOVING AND WORKING OPERATIONS SHALL BE CONTROLLED TO PREVENT
WATER FROM RUNNING INTO EXCAVATED AREAS. EXCESS WATER SHALL BE PROMPTLY
REMOVED AND THE SITE KEPT DRY. FILL MATERIAL SHALL NOT BE PLACED, SPREAD
OR ROLLED DURING UNFAVORABLE WEATHER CONDITIONS. WHEN THE WORK IS
INTERRUPTED BY HEAVY RAIN, FILL OPERATIONS SHALL NOT BE RESUMED UNTIL FIELD
TESTS BY THE SOILS ENGINEER INDICATE THAT THE MOISTURE CONTENT AND DENSITY
OF THE FILL ARE AS PREVIOUSLY SPECIFIED.
13. COMPACTION SHALL BE BY SHEEPSFOOT ROLLERS, VIBRATING SHEEPSFOOT ROLLERS,
MULTIPLE -WHEEL PNEUMATIC -TIRED ROLLERS OR OTHER TYPES OR ACCEPTABLE
COMPACTING ROLLERS. ROLLERS SHALL BE OF SUCH DESIGN THAT THEY WILL BE ABLE
TO COMPACT THE FILL TO THE SPECIFIED DENSITY. ROLLING SHALL BE ACCOMPLISHED
WHILE THE FILL MATERIAL IS WITHIN THE SPECIFIED MOISTURE CONTENT RANGE. ROLLING
OF EACH LAYER SHALL BE CONTINUOUS OVER ITS ENTIRE AREA AND THE ROLLER SHALL
MAKE SUFFICIENT TRIPS TO INSURE THAT THE REQUIRED DENSITY HAS BEEN OBTAINED.
14. FILL AND BACKFILL SHOULD BE COMPACTED TO THE MINIMUM OF NINETY (90)
PERCENT OF MAXIMUM DRY DENSITY OBTAINED BY THE ASTM D 1557 TEST METHOD.
15. AUXILIARY STRUCTURES INCLUDING FREESTANDING OR RETAINING WALLS SHOULD
HAVE THE EXISTING SOILS 3' BENEATH THE BOTTOM OF THE FOOTING OF THE
STRUCTURE COMPACTED TO 90 %. THE GRADING REQUIREMENTS APPLY TO THREE
(3) FEET BEYOND THE FACE OF WALLS.
16. FIELD DENSITY TESTS WILL BE PERFORMED BY THE SOIL ENGINEER DURING GRADING
OPERATIONS. AT LEAST ONE (1) TEST SHALL BE MARE FOR EACH FIVE HUNDRED (500)
CUBIC YARDS OR FRACTION THEREOF PLACED WITH A MINIMUM OF TWO (2) TESTS PER
LAYER IN ISOLATED AREAS. WHERE SHEEPSFOOT ROLLERS ARE USED, THE SOIL MAY BE
DISTURBED TO A DEPTH OF SEVERAL INCHES. DENSITY TESTS SHALL BE TAKEN IN
COMPACTED MATERIAL BELOW THE DISTURBED SURFACE. WHEN THESE TESTS INDICATE
THAT THE DENSITY OF ANY LAYER OF FILL, OR PORTION THEREOF IS BELOW THE
REQUIRED DENSITY, THIS PARTICULAR LAYER OR PORTION SHALL BE REWORKED UNTIL
17. THE METHODS FOR REMOVAL OF SUBSURFACE IRRIGATION AND UTILITY LINES WILL
DEPEND ON THE DEPTH AND LOCATION OF THE LINE. ONE OF THE FOLLOWING
METHODS MAY BE USED: 1) REMOVE THE PIPE AND COMPACT THE SOIL IN THE TRENCH
ACCORDING TO THE APPLICABLE PORTIONS OF THESE GRADING RECOMMENDATIONS, 2) THE
PIPE SHALL BE CRUSHED IN THE TRENCH. THE TRENCH SHALL THEN BE FILLED AND
COMPACTED ACCORDING TO THE APPLICABLE PORTIONS OF THESE GRADING
SPECIFICATIONS, 3) CAP THE ENDS OF THE LINE WITH CONCRETE TO MITIGATE ENTRANCE
OF WATER, THE LENGTH OF THE CAP SHALL NOT BE LESS THAN FIVE (5) FEET. THE
CONCRETE MIX SHALL HAVE A MINIMUM SHRINKAGE.
18. ABANDONED WATER WELLS ON THE SITE SHALL BE CAPPED ACCORDING TO THE
REQUIREMENTS OF THE APPROPRIATE REGULATORY AGENCY. THE STRENGTH OF THE
CAP SHALL BE AT LEASE EQUAL TO THE ADJACENT SOILS. THE FINAL ELEVATION OF THE
TOP OF THE WELL CASING MUST BE A MINIMUM OF THIRTY -SIX (36) INCHES BELOW
ADJACENT GRADE PRIOR TO GRADING OR FILL OPERATIONS. STRUCTURE FOUNDATIONS
SHOULD NOT BE PLACED OVER THE CAPPED WELL
PRIVATE ENGINEERING NOTE
CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY
ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE
REQUIRED -TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE
CONDITIONS DURING THE COURSE OR CONSTRUCTION OF THE PROJECT.
INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT
SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL
WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO
DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM
ANY AND ALL LIA BIL ITY REAL OR ALLEGED, IN CONNECTION WITH THE
PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LABILITY ARISING
FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL.
SEE SHEET 2
DESIGNED BY: E.L.
Tract No. 248901111111111 4
TRACT NO, 24890 -4
14 13 12 11 10 9 8 7 6 5
AVENUE 52
STORM DRAIN INDEX MAP
1"=200'
T_ APPROVED BY: CITY OF LA QUINTA
Q�oF ESSIO
9
�c, p J. ? Q
�Fy 1 CHRIS A. VOGT EXP. DA E: 6/30/01
No. 052496 y m R.C.E. 44250
�* Exp. 12 -31 -02 * PREP NDER THE DIRECTION OF:
C1 VIL
qTF CAL,E��
REVISIONS APPR. DATE EDWARD J. LEN H EXP. DATE: 12 -31 -02
DRAWN BY: D.L, CHIECKED BY: E.L. R.C.E. 52496
CITY of LA QUINTA
Plan Set No,
ml M O R S E
D 0 K I C H
CONSTRUCTION ITEM
QUANTITY
UNIT
REMOVE EXISTING PAVING & CROSS GUTTER
rrrtrunuutlnu
ttir�
>>""Wurrr ttirTritI ..�
55
56
16
47
48
49
50
51
52
53
54
��5� ♦��
ii /11i1� t �lor
�
TRACT NO, 24890 -4
14 13 12 11 10 9 8 7 6 5
AVENUE 52
STORM DRAIN INDEX MAP
1"=200'
T_ APPROVED BY: CITY OF LA QUINTA
Q�oF ESSIO
9
�c, p J. ? Q
�Fy 1 CHRIS A. VOGT EXP. DA E: 6/30/01
No. 052496 y m R.C.E. 44250
�* Exp. 12 -31 -02 * PREP NDER THE DIRECTION OF:
C1 VIL
qTF CAL,E��
REVISIONS APPR. DATE EDWARD J. LEN H EXP. DATE: 12 -31 -02
DRAWN BY: D.L, CHIECKED BY: E.L. R.C.E. 52496
CITY of LA QUINTA
Plan Set No,
ml M O R S E
D 0 K I C H
CONSTRUCTION NOTES
#
CONSTRUCTION ITEM
QUANTITY
UNIT
REMOVE EXISTING PAVING & CROSS GUTTER
rrrtrunuutlnu
ttir�
>>""Wurrr ttirTritI ..�
REMOVE EXISTING CURB & GUTTER
432
� fli
• � ftil[t
If 1 H 1s
CONSTRUCT CURB & GUTTER PER R.C.T.D. STD. DWG. 200
(MODIFY FOR 18" FUTTER)
432
' • � Mir
i n
'r �;�
•
+
��5� ♦��
ii /11i1� t �lor
�
�11ii1t� r "� � ~+►
LF
'
INSTALL 6" PVC DRAIN PIPE SDR. 35
117
LF
:��r.�- �3��s� � '
�:�
off ►1 !
rr r,
l
fI �,
EA
12
-;. -: w:,�..� -::; .-::•; 3�.1...'�.- �.�,.'
rGi�I
ttt�fi111fut�
13
REPLACE CONCRETE APRON INKIND
1,000
SF
14
REMOVE EXISTING STORM DRAIN PIPE & CB
360
LF
rN
--
2
LF
16
INSTALL 6" PVC DRAIN PIPE SDR 35 WITH CONCRETE BACKFILL
39
LF
17
REPAIR WALL FOOTING
1
EA
CONSTRUCTION NOTES
#
CONSTRUCTION ITEM
QUANTITY
UNIT
REMOVE EXISTING PAVING & CROSS GUTTER
8,880
SF
2�
REMOVE EXISTING CURB & GUTTER
432
LF
O3
CONSTRUCT CURB & GUTTER PER R.C.T.D. STD. DWG. 200
(MODIFY FOR 18" FUTTER)
432
LF
C�4
CONSTRUCT CONCRETE GROSS GUTTER PER REVERSIDE CO.
STD. 209A MODIFIED PER DETAIL ON SHT. 2
1,760
SF
O5
CONSTRUCT 3" AB OVER 4" AB
7,120
LF
10
INSTALL 6" PVC DRAIN PIPE SDR. 35
117
LF
11
INSTALL BROOKS 2424 PRECAST CB
4
EA
12
REMOVE EXISTING CONCRETE APRON
1,000
SF
13
REPLACE CONCRETE APRON INKIND
1,000
SF
14
REMOVE EXISTING STORM DRAIN PIPE & CB
360
LF
15
ABANDON EXISTING DRY WELL PER SOILS ENGINEER
2
LF
16
INSTALL 6" PVC DRAIN PIPE SDR 35 WITH CONCRETE BACKFILL
39
LF
17
REPAIR WALL FOOTING
1
EA
PAVING NOTES
1. ALL UNDERGROUND FACILITIES, INCLUDING SERVICE LATERALS, SHALL BE
IN PLACE WITH TRENCHES COMPACTED AND TESTED PRIOR TO BASE GRADE
INSPECTION AND PAVING. THE CONTRACTOR SHALL. SUBMIT WRITTEN
EVIDENCE TO THE CITY ISSUED BY THE RESPECTIVE UTILITY PURVEYOR
INDICATING THE SUBSURFACE PORTION OF THEIR UNDERGROUND FACILITIES
HAVE BEEN INSTALLED AND ACCEPTED.
2. A SEPARATE PERMIT IS REQUIRED FOR ALL EXCAVATIONS WITHIN EXISTING
ROADWAYS AND TRAVELWAYS. LANE CLOSURES AND DETOURS SHALL BE
POSTED, DELINEATED LIGHTED IN CONFORMANCE WITH THE CALTRANS'
MANUAL OF TRAFFIC CONTROLS FOR CONSTRUCTION AND MAINTENANCE WORK
ZONES' AND ANY ADDITIONAL REQUIREMENTS DEEMED NECESSARY BY THE
CITY ENGINEER.
3. ASPHALT CONCRETE RV HOO DEG Th TLRA D
N TWO (2) OR MORE EXCEPT FOR ACONFOMTO
SECTION 203 -6.3.2 OF THE STANDARD SPECIFICATIONS (GREEN BOOK)
NOTED AS FOLLOWS:
WEARING COURSE UPPER COURSE): C2 -AR -4000
BASE COURSE (LOWER COURSES): B -AR -4000
4. THE WEARING COURSE SHALL BE A 0.1 FEET THICK; THE BASE COURSE(S)
SHALL CONTAIN THE ALAN CE OF THE REQUIRED ASPHALT CONCRETE
THICKNESS. SEVEN (7 DAYS PRIOR TO COMMENCEMENT OF PAVING
OPERATIONS, THE CO RACTOR SHALL SUBMIT FOR CITY APPROVAL A
COMPLETE PROPOSED MIX DESIGN IDENTIFYING THE MIX CHARACTERISTICS
SUCH AS: AGGREGATE GRADATIONS, VOIDS IN MINERAL AGGREGATE (VMA),
AIR VOIDS, AND S -VALUE FOR VARIOUS :OIL CONTENTS FOR EACH MIX.
SURFACES AND THE A.C. BASE COURSE, IF TRAFFIC HAS DRIVEN ON IT.
THE TACK COAT SHALL BE SLOW SETTING ANIONIC EMULSIFIED ASPHALT
TYPE "SS -1H" CONFORMING TO SECTION 203 -3 OF THE STANDARD
SPECIFICATIONS. THE LIQUID ASPHALT SHALL BE GRADE 60 -70 AND
APPLIED AT THE RATE OF 0.1 GAL /SY.
6. NEW IMPROVEMENTS THAT JOIN EXISTING .IMPROVEMENTS SHALL OR MATCH IN
A MANNER SATISFACTORY TO THE CITY ENGINEER. CONSTRUCTION
OPERATIONS REQUIRED TO ACHIEVE A SAFE, DURABLE, AESTHETICALLY
PLEASING TRANSITION BETWEEN THE NEW AND EXISTING IMPROVEMENTS MAY
INCLUDE SAW CUTTING, REMOVAL, REPLACEMENT, CAPPING, AND /OR COLD
PLANING, AS NEEDED.
7. ALL MANHOLES AND VALVE BOX FRAMES SHALL BE ADJUSTED TO
FINAL GRADES AGTER PAVEMENT INSTALLATION IS COMPLETED,
8. THE CURB SHALL BE ETCHED OR STAMPED SHOWING UTILITY
SERVICE LATERAL LOCATIONS AS FOLLOWS:
"S" FOR SEWER, "G" FOR GAS, AND "E" FOR ELECTRICAL POWER.
79 -799 Old Avenue
La Quinta, CA 92253
Voice: 760 -771 -4013
S C H U L T Z FAX: 760- 771 -4073
P L A N N E R S E N G IN E ER S S U R V E Y O R S
SCALE: SEE ABOVE BENCH MARK: BRASS CAP MONUMENT STAMPED "PD- 102 -70" NEAR THE INT. OF
WASHINGTON STREET AND AW NUE 50, 315' WEST & 45' NORTH OF INT. BEHIND CURB.
DATE: FEB., 2001 6' SOUTH OF POWER POLE JT29860, FLUSH WITH LAWN, IN THE SOUIM9EST 1/4 OF
SECTION 31, M. WE. $BUM, FU 31/14 & 39. ELEV. w 43.772 PD- 102 -70
IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA
REVISED PINA & CITRUS SHT
STORM DRAIN CROSSING
TRACT NO. 24890- 4 OF SHTS.
A PORTION OF THE NW1 /4 OF SECTION 5
T.6S., R.7E. S.B.B. & M.
FOR: RJT HOMES, LI-C W.O. NO:
FILE: L \ 35944\ 1MPLANS\ REVSIP 01 03 -02 -01
FIL,t: 1: \35944 \IMPIANS \REVSIP02 03 -02 -01
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CONSTRUCTION ION NO f
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10' 1 !I 18' 18' I) 1 10'
I PP U,E. 20
SCALE 1')=40I
10 INSTALL 6" PVC DRAIN PIPE SDR 35
11 INSTALL BROOKS 2424 PRECAST CB
43 (1 I
12 REMOVE EXISTING CONCRETE APRON
,: - �- •- �:__ -__ I (! 11 I
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13 REPLACE CONCRETE APRON INKIND
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14 REMOVE EXISTING STORM DRAIN PIPE & CB
ABANDON EXISTING DRY WELL PER SOILS ENGINEER
If { f'
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18
16 INSTALL 6" PVC DRAIN PIPE SDR 35 WITH CONCRETE BACKFILL
REPAIR WALL FOOTING
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CITY of LA QUINTA
Plan Set No.
P SCALE
40 0 20 40 80 1@
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( IN FEET )
P I
i inch = 4 ft-
a
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UNDERGROUND UTILITIES
ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR
OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH
THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING
PRIVATE ENGINEERING NOTE
CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY
ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE
REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE
�pFESS10
Q �q
�w0 p J• !�
� Q�� ��� �,
APPROVED BY:
� -
CHRIS A. VOGT
CITY OF LA QUINTA
to 0 R S E 79 -799 Old Avenue
La Quinta, CA 92253
L� /�� /Or �
` i o o K t C r#
EXP. DATE: 6/30/01 Voice: 760 -771 -4013
52
IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA
REVISED PIMA & CITRUS
STORK DRAIN CROSSING
SNT.
Z
THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES
TO ASSU1rIE LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES
CONDITIONS DURING THE COURSE OR CONSTRUCTION OF THE PROJECT.
INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT
"'
No. 052496
R.C.E. 442'50
S C H U L 7 Z FAX: 76U -771 -4073
T(I'j�iP'+`�' f°'ti, �i t'"��'j,� /�
TRACT '6,,d °Gf` 'T
c
E'
2s;
RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT
REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS
SHALL B� MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORtvIAL
WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO
u`�!
Exp. 12 -31 -02 �,
PREP UNDER
THE DIRECTION OF:
P LAN N E R S E N G I N E E R S S U R V E Y O R
S
1 q��J
OF.�
_
Q¢
O
•
EXAMINED_ THE GONfRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY
MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER
DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM
ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE
`%qT CIVIL ���
�` F
OF CALF
?7 d
SCALE: SEE ABOVE BENCH MASK: BRATS CAP MONUMENT STAMPED "PD- 102 -7U' NEAR THE TNT. OF
A PORTION OF THE NW1 4 Or SECTION 5
/
T.6S., R.7E. S,}3.E3. &. M.
_
a
UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S
RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES
PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING
FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL.
EDWARD J. LE
R.C.E. 52496
H EXP. DATE: 12 -31 -02 WASHINGTON STREET AND AVENUE 50. 315' WEST & 45' NORTH OF INf. BEHIND CURB.
6' SOUTH OF POWER POE JT29WO, FLUSH WITH LAWN, IN THE SOUTHWEST 1/4 OF
DATE: FEB., 2001
MARK
REVISIONS
APPR,
DATE
FOR: RJT HOLES, LLC W NO:
I
CONCERNED BEFORE STARTING WORK.
DESIGNED BY: E.L. DRAWN BY: D.L, CHECKED BY:
E.L.
SECTION 31, T5S, R7E, SBB&M, FB 31/14 & 39. UY. - 43.772 PD- 102 -70
-0.
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CITY OF LA QUINTA GENERAL NOTES
LOT 3G., TRAGT NO. 248G0
PA VIN G �,ND
THE 01TRUS CLUB
I�I��,INAG�
11OUSE
PL�,N
50th AVENUE
AVENIDA ULTIMO
a
AVENID TUJUNC z
0
O
F-
CY AVENID NARANJA
AVENIDA TAMPICO T
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�e THE CITRUS
AVENIDA LA POMDA COURSE
AVEN I ?A LA T RRES
TENT. TRACT
A itt7MM A Ati 1CCT6 A NO. 24890
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PROJECT
LOCATION
1. ALL WORK SHALL BE DONE IN ACCORDANCE -,WITH THE STANDARD PLANS
OF THE CITY OF LA QUINTA AND THE STANDARD SPECIFICATIONS FOR
. 52nd AVENUE
PUBLIC WORKS CONSTRUCTION, LATEST EDITION, AND RIVERSIDE IN T� E COUNTY OF RI V ERSI DE'
COUNTY STANDARDS AND SPECIFICATIONS ORDINANCE NO. 461,
LATEST EDITION.
2. THE CONTRACTOR SHALL OBTAIN ALL PERMITS AS REQUIRED BY THE VICINITY MAP
CITY OF LA Q UINTA OR OTHER GOVERNING AGENCIES. CITY 0 F LA Q
NOT TO SCALE
3. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN
AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE CITY OF LA QUINTA GENERAL NOTES (CONTINUED)
EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING
WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL 14. MINIMUM BUILDING PAD DRAINAGE SHALL BE 2 %. DRAINAGE SWALES
DAMAGES WHICH MIGHT BE OCCASIONED BY HIS FAILURE TO EXACTLY SHALL BE A MINIMUM OF 0.3' DEEP AND BE CONSTRUCTED A MINIMUM
LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES. OF 2' FROM THE TOP OF CUT OR FILL SLOPES. MINIMUM SLOPE OF
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL, SWALES SHALL BE 0.50 %.
CONSTRUCTION NOTES AND ESTIMATED QUANTITIES
REPLACEMENT OR RELOCATION OF ALL REGULATORY, WARNING AND
GUIDE SIGNS. 15. ALL FILLS SHALL BE COMPACTED TO A MINIMUM OF NINETY (90)
PERCENT OF MAXIMUM DENSITY AS DETERMINED BY UNIFORM. O CONSTRUCT 3" AC OVER 45'`AB I Zo, 3a( SF
5, STREET NAME SIGNS AND TRAFFIC CONTROL SIGNS, TYPE AND BUILDING CODE STANDARD NO. 70 -1 OR EQUIVALENT AS APPROVED
BY THE CITY ENGINEER. FIELD DENSITY SHALL BE DETERMINED IN
LOCATION SHALL BE APPROVED BY THE CITY ENGINEER. TRAFFIC Q CONSTRUCT 6" CURB AND GUTTER, TYPE= k(o) PaR RIV, CO-'STD. 1010 LF
STRIPING, LEGENDS AND PAVEMENT MARKERS, TYPE AND LOCATIONS ACCORDANCE WITH THE UNIFORM BUILDING CODE STANDARD NO. 70 -2, NO. 200.
SHALL BE APPROVED BY THE CITY ENGINEER. OR EQUIVALENT, AS DETERMINED BY THE CITY ENGINEER. O CONSTRUCT .u" 'TYPE 0 CUR6; PEA STV, No-204. LF
` 16. ALL STREET SECTIONS ARE TENTATIVE THE MINIMUM SECTION IS 3" PAVING NOTES
6. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS A.C. /4" A.B. CLASS II, ADDITIONAL SOIL TEST MAY BE REQUIRED O INSTALL 18" RCP) 2000 D. 60.83 LF
OR BENCH MARKS NOTED ON THE PLANS, OR FOUND DURING AFTER ROUGH GRADING TO DETERMINE EXACT SECTION REQUIREMENTS.
CONSTRUCTION. REMOVAL AND REPLACEMENT SHALL BE DONE BY A CITY ENGINEER TO APPROVE FINAL STREET SECTION.
REGISTERED CIVIL ENGINEER WITH AN R.C.E. NUMBER BELOW 33,966 1. ALL UNDERGROUND FACILITIES INCLUDING LATERALS SHALL BE IN U5 INSTALL 18" PVC 117 LF
OR A LICENSED LAND SURVEYOR ONLY. 17. LOCATIONS OF FIELD DENSITY TEST SHALL BE DETERMINED BY THE PLACE AND TRENCHES COMPACTED AND TESTED PRIOR TO PAVING.
7. GRADING SHALL BE IN ACCORDANCE WITH THE ENGINEERED GRADING SOIL ENGINEER OR APPROVED TESTING AGENCY AND SHALL BE 2. ALL EXISTING IMPROVEMENTS INCLUDING CURB AND GUTTERS, � pRYWELL { C�>~C�+IL- 614-7 2 dP �'. 1 EAr
REQUIREMENTS OF THE UNIFORM BUILDING CODE, LATEST EDITION, SUFFICIENT IN BOTH HORIZONTAL AND VERTICAL PLACEMENT TO SIDEWALKS, ASPHALT CONCRETE OR P.C.C. PAVING, WHICH ARE
AND SO I LS REPORT NO. 86 2 -271 PROVIDE REPRESENTATIVE TESTING OF ALL FILL PLACED. TESTING BEING JOINED OR MATCHED IN CONNECTION WITH THIS PROJECT, O W. BO 12UCT' CUR T I.NI. T cA`rCI I A .E> !! I�1V. CO. STp, `
IN AREAS OF A CRITICAL NATURE OF SPECIAL EMPHASIS SHALL BE SHALL BE JOINED OR MATCHED IN A MANNER N0.300•CL 4 )
DATED FED. I98(v, UPVATED Apo. 1994 1 N ADD I T I ON TO THE NORMAL REPRESENTAT I VE SAMPL I NGS . SATISFACTORY TO THE CITY ENGINEER, INCLUDING NECESSARY SAW 8 COWBTRUCTrCo" P&O. PAVE Mr_WT PER 05TAI I -1641- .T 3 6 F5 Ip,.aj0.0 �F
,. q " ALL PREPARED BY 5t -tBNA ENGINEE(cb, INC. 18. AND I�NDPECT�DNPRIOR FACILITIES, TO PAV I PAVING. INCLUDING, SHALL
NOT IN PLACE
LIMITED REPLACEMENT AND CAPPING. qq HANDICAP 50YMB0 5t.;(I S PIPING RBLUE 5�� LF
CUTTING REMOVAL,
3 . A "PRIME ME COAT SHALL BE APPLIED TO THE SURFACE OF THE - '' BR40KS CR.AII`��1 BOX WIT! -1 En 1 F4ICF� YvALLS�.
TELEPHONE E�aI9)45 -1588 TO THE FOLLOWING: SEWER, WATER, ELECTRIC, GAS AND DRAINAGE. UNTREATED AGGREGATE BASF', AT THE RATE OF 0.25 GAL. /Y.D. ld Zxy " -
UNLESS DELETED BY THE CITY ENGINEER. THE PRIME COAT SHALL
19. THE FINAL UTILITY LINE BACKF I LL REPORT FROM THE PROJECT SOIL BE AN MC -70 , SC -70, MC -250 LIQUID ASPHALT. V- &UTTER FIR DurAIL, SHFUT 5 0,F5. ; X60 SF
8. THE CONTRACTOR SHALL NOTIFY THE CITY PUBLIC WORKS DEPARTMENT ENGINEER SHALL INCLUDE AN APPROVAL STATEMENT THAT THE
BACKF I LL IS SUITABLE FOR .THE INTENDED USE. 4. A "TACK COAT" PAINT BINDER) SHALL BE APPLIED BETWEEN IZ RETAINING. WALL �DES1�►N PER SEPHRATE PLAN AND SEPARATE 720 t�F
48 HOURS PRIOR TO ANY GRADING, BRUSHING OR CLEARING AND EACH ( @ PERMIT')
PHASE OF CONSTRUCTION AT (619) 777 -7075, AND 48 HOURS PRIOR PAVEMENT LAYERS, CONCRETE SURFACES AND ON EXISTING PAVEMENT _
20. THE FINAL COMPACTION REPORT AND APPROVAL FROM THE SOILS TO BE RESURFACED AT THE RATE OF 0.10 GAL YD. THE TACK COAT 13 EXGA�IATION 7f1Cn"2 C'>'
TO REQUIRING INSPECTIONS. ENGINEER SHALL CONTAIN THE TYPE OF FIELD TESTING PERFORMED. GAL/
YD.
BE TYPE SSI ASPHALTIC EMULSION WITH A 60--70 GRADE �
9. DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF EACH TEST SHALL BE IDENTIFIED WITH THE METHOD OF OBTAINING LIQUID ASPHALT. I4 COM F
PACTFV ILL _ 2- ?3 C**,(
PERMANENT DRAINAGE STRUCTURES, TEMPORARY DRAINAGE CONTROL THE IN -PLACE DENSITY, WHETHER SAND CONE OR DRIVE RING AND .
SHALL E PROVIDED TO PREVENT POEMPO WATER AND DAMAGE TO SHALL BE SO NOTED FOR EACH TEST. SUFFICIENT MAXIMUM DENSITY 5. THE VISCOSITY GRADE OF PAVING ASPHALT SHALL BE AR -4000 OR
ADJACENT PROPERTY. DETERMINATION SHALL BE PERFORMED TO VERIFY THE ACCURACY OF AR -8000, TO BE DETERMINED BY THE CITY ENGINEER AT THE TIME
THE MAXIMUM DENSITY CURVES USED BY THE FIELD TECHNICIAN. OF PAVING.
10. CONSTRUCTION OPERATIONS AND MAINTENANCE OF EQUIPMENT WITHIN 21. ALL TRAVELED WAYS MUST BE CLEANED DAILY OF ALL DIRT, MUD
MILE OF HUMAN OCCUPANCY SHALL BE PERFORMED ONLY 6. THE FINAL OR SURFACE LAYER OF ASPHALT CONCRETE SHALL NOT BE
ONE HALF MIL
DURING THE TIME F HUMAN
AS FOLLOWS: AND DEBRIS DEPOSITED ON THEM AS A RESULT OF THE GRADING PLACED UNTIL ALL ON -SITE IMPROVEMENTS HAVE BEEN COMPLETED,
OPERATION. CLEANING IS TO BE DONE TO THE SATISFACTION OF INCLUDING ALL EARTHWORK GRADING.
THE CITY ENGINEER.
OCTOBER 1$T TO APRIL 30TH: MONDAY-FRIDAY 7:00 AM TO 5:30 PM 7. MANHOLES AND VALVE BOX FRAMES SHALL BE ADJUSTED TO FINISHED
22. BLOCK WALLS ARE NOT PART OF THE GRADING PERMIT. SUBMIT FOR GRADES AFTER COMPLETION OF CONSTRUCTION.
SATURDAY 8:00 AM TO 5:00 PM SEPARATE BUILDING PERMIT.
8. ANY EXISTING TRAVELWAYS IN WHICH EXCAVATION IS MADE IN
MAY 1ST TO SEPTEMBER 30TH: MONDAY- FRIDAY 6:00 AM TO 7:00 PM 23. ALL CONSTRUCTION AREAS SHALL BE PROPERLY POSTED AND LIGHTED CONJUNCTION WITH THIS PROJECT SHALL BE COVERED BY A SOILS ENGINEER
IN CONFORMANCE WITH THE STATE MANUAL OF WARNING SIGNS, SEPARATE PERMIT. THIS AREA SHALL BE PROPERLY POSTED AND THE SOILS ENGINEER HAS REVIEWED THE PLANS AND FINDS
SATURDAY 8:00 AM TO 5:00 PM LIGHTS AND DEVICES FOR USE IN THE PERFORMANCE OF WORK UPON LIGHTED IN CONFORMANCE WITH THE STATE MANUAL OF WARNING THEM TO BE IN CONFORMANCE WITH' HE REPORT.
HIGHWAYS, IN ORDER TO ELIMINATE ANY HAZARDS. SIGNS, LIGHTS, AND DEVICES' FOR USE IN THE PERFORMANCE OF `T1 qtr
WORK UPON HIGHWAYS, IN ORDER TO ELIMINATE ANY HAZARDS. .1,,,:.11 ���
WORK SMALL BE PROHIBITED ANY TIME ON SUNDAY OR FEDERAL HOLIDAY. 24. THE SOILS ENGINEER AND ENGINEERING GEOLOGIST SHALL EXERCISE 'S #r3}1'
SUFFICIENT SUPERVISORY CONTROL DURING GRADING TO INSURE 9. ALL EXISTING PAVEMENT WITHIN THIS PROJECT SHALL EITHER BE SOILS NGINEER IQ
11. AFTER CLEARING EXISTING GROUND SHALL BE SCARIFIED TO A COMPLIANCE WITH THE PLANS, SPECIFICATIONS, AND CODE WITHIN REMOVED OR STRUCTURALLY TESTED TO VERIFY THE STRUCTURAL DATE YV)l
MINIMUM OF 6" ON THE ENTIRE SITE OR AS RECOMMENDED BY SOILS THEIR PURVIEW. CAPABILITIES AND THE RESULTS SHALL BE APPROVED BY THE CITY
REPORT. ENGINEER. BUENA ENGINEERS, INC.
25. THE DESIGN CIVIL ENGINEER SHALL EXERCISE SUFFICIENT CONTROL 79 -811B COUNTRY CLUB DRIV 4�r'
12. MAXIMUM CUT AND FILL SLOPES = 2:1. DURING GRADING AND CONSTRUCTION TO INSURE COMPLIANCE WITH B5RMUDA DUNES, CA 92201 ,
THE PLANS, SPECIFICATIONS, AND CODE WITHIN HIS PURVIEW. 10. THE CURB SHALL BE "ETCHED" SHOWING LATERAL LOCATIONS: "S" (619)345• -1588
13. PADS SHALL BE COMPACTED TO A MINIMUM OF 90% RELATIVE DENSITY FOR SEWER, "G" FOR GAS, AND "E" FOR ELECTRICAL. (619)328 -9131
PER A.S.T.M. SPECIFICATIONS AND ABOVE MENTIONED SOILS 26. THE CITY ENGINEER SHALL RESPOND WITHIN THREE (3)WORKING DAYS
REPORT WITH FINAL STREET SECTIONS AFTER SUBMITTAL OF "R" VALUE 11. TRAFFIC STRIPING, LEGENDS AND PAVEMENT MARKERS, TYPE AND
TESTS FOR ROADWAY SUBBASE. LOCATIONS SHALL BE APPROVED BY THE CITY ENGINEER. Lek UIf 1A I
12. All underground facilities, including service laterals, shall be in place with trenches P Ian :'t Np.
27. THE CONTRACTOR IS RESPONSIBLE TO PREVENT SILT CONTAMINATION compacted and tested prior to base grade inspection and paving. The. contractor
OF STORMWATER INFILTRATION FACILITIES DURING CONSTRUCTION OF shall submit written evidence to the City issued by the respective utility purveror I I
SUBSEQUENT IMPROVEMENTS BY THE CONTRACTOR. IMMEDIATELY indicating the subsurface portion of their underground facilities have been installed
PRIOR TO FINAL ACCEPTANCE OF STORM DRAINAGE and accepted.
RETENTION /INFILTRATION FACILITIES, THE CONTRACTOR SHALL
CONDUCT, IN THE PRESENCE OF THE C I TY INSPECTOR, A 13. Asphalt concrete paving, except fQr:overlays, shall be installed in two (2) or more SURVEY PLAT
OWNER` PERFORMANCE TEST DESIGNED TO CLEARLY DEMONSTRATE THE courses with mix designs that conform to Section 203 -6.3.2 of the Standard Q�p�SSlpi���
K.S.L. R EGREATION OOR P. FUNCTIONAL ADEQUACY OF THE FACILITIES. Specifications (Green Book). noted as follows: 4�0 ��1G•Y /A l X PLAT OF SURVEY OF LOT 3G + 37 OF TRACT NO. 248gO-°2
RECORDED IN MAP BOOK 227 PAGES 85 THROUGH 90.
5G-140 F.G.A. OULVEVAIZ� 28. THE CONTRACTOR SHALL PROVIDE WIND EROSION AND DUST CONTROL Wearing Course (upper course): C2- AR- 4000 11 IN THE CITY OF LA QUINTA. COUNTY OF RIVERSIDE.
MEASURES AS REQUIRED BY THE FUGITIVE DUST CONTROL PLAN Base Course (lower courses): B -AR -4000 Ala. 39037 STATE OF CALIFORNIA.
APPROVED FOR THIS PROJECT.
LA QUINTA, CA. 9 2 2 5 3 The wearing course shall be- 0.1 feet thick; the base course(s) shall contain the
balance of the required asphalt concrete thickness. Seven (7) days prior to IF Q C���0�
C G 1 q) 5G4-10B8 commencement of paving operations, the contractor shall submit the proposed
mix design for each mix for City approval. FILF WM M
3���rQnaxy.
RECOMMENDED FOR SEAL COUNTY SEAL PREPARED BY DATE Z-19- °JS SHEET NO.
ENGINEER. BA Sl S OF BEAI�IN G S
APPROVAL ITY OF L�A QUINTA
�� `
- � THE BA515 OF BEARINGS FOR THIS SURVEY 15 f
3 0 8 7 d -30- 7 THE SOUTHWESTERLY LINE OF LOTS 33 THROUGH LOT 3G. TRACT NO. 248gO
R.C.E. N0. EXP.DATE 27 OF TRACT 24880 -1 OF - -. SHTS
1470 S. VALLE Y V ISTA DRIVE DATE AP ED I.E. N45' 01' 40'W CLU H OU S
SUITE 290 DATE BY MARK APPR DATE GRADING + PAVING PLAN TILE N0.
DIAMOND BAR, CALIFORNIA 91765 CHECKED BY ��/ �S"' SCALE: 1'= 40' BENGf-tMARK
ENGINEER REVISIONS COUNTY 4.5 MI..ES WEST or .iAGKSON 5T» HMO. ON HWY 111. 2.75 l�.CS souTrt ON 1NA5F�IGtON 5t. 350'
(999) 860-3566 DAVID M. COSPE ENGINEER DATE NoRm or gemE r or AvENm 5z ao' EAST OF CENTEmWE OP WA5MGTON 5T» 6. 5oum FOR WO.
DESIGNED BY MMB DRAWN BY MMB CHECKED BY HYP DATE R.C.E. 38022 EXPIRES 03 31 97 DATE 4 -27-94 G POLE
A -3t PAGES 752AM a E 02' HIGt M 50UMEA5T QUARTER OF SECTION
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K.S.L. RECREATION CORP.
5G-140 P.G.A. BOULVEVARD
LA QUINTA, CA. 82253
CG19) 5G4-1088
1470 S. VALLEY VISTA DRIVE
SUITE 290
DIAMOND BAR, CALIFORNIA 91765
(909) 860 -3566
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DATE1 BY IMARKI
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REVISIONS
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APPR DATE
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Notes: Landuse descriptions taken from City of
La Quinta General Plan
VLDR Residential - Very Low Density
LDR Residential - Low Density
MDR Residential - Medium Density
MHDR Residential - Medium-High Density
HDR Residential - High Density
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CC Commercial - General
CP Commercial - Proposed
M/RC Commercial -Mixed Retail
NC Commercial - Neighborhood
TC Town I Center - Residential and Commercial
VC Commercial - Village
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OS Open Space
P Parks
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I 'Agricultural - Irrigated Farmland
W Materbodies;
DRAFT (October 15, 2004)
f gi,'
anduse
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Exhibit 2
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City of La Quinta
Legend
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I i City boundary
FLOOD ZONE
A
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EMA Flood Zone Map
DRAFT (October 15, 2004)
(Pre -COMA)
City Area
Exhibit 3A
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(Pre -COMA)
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DRAFT (October 15, 2004)
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Drainage Infrastructure
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DRAFT (October 15, 2004)
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