23935 Topaz1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
CITY OF LA QUINTA
DRAINAGE & RETENTION STUDY
TRACT 23935
SOUTHWEST CORNER OF DUNE PALM & MILES
TABLE OF CONTENTS:
Narrative & Explanation of
Methodology
100 Year Rational Hydrology
10 Year Rational Hydrology
Hydrology Map
Rainfall Storage Analysis -
10 Year Rainfall
Rainfall Storage Analysis -
100 Year Rainfall
Graph of Rainfall/Retention
Analysis - Q100
Infiltration Rates Developed
by Leighton & Associates
Retention Basin Sizing
Retention Basin Map
RCFC Plates Used
%rvices,
munity
gineering
is Inc.
As part of the conditions of approval of Tract 23935, the rainwater runoff 100 year
storm event must be retained and disposed of within the site of the proposed
subdivision.
In order to obtain the above goal, several items must be studied. These items
follow:
1. Development of a storm intensity, runoff quantities for the required
storm event. Please refer to Attachments 2, 3, and 4.
The Q100 flows were calculated at 106.64 CFS using the rational
hydrology method. Q10 = 58.53 CFS was also developed.
From these quantities of runoff a 24 hour storm volume was developed
using RCFC methodology - see plates attached. This incremental volume
has been shown as a percentage of the peak runoff in Attachments 5, 6,
• and 7. The hourly and total runoff volumes are also shown.
2. Volume of storage needed is a function of the runoff volumes less the
expected ground percolation rates. To calculate the percolation rates
several assumptions have been made:
a)
Bare ground percolation rate to be the
rate developed by
the
Leighton report, Attachment 8, and that
the retention basin
side
slopes be planted with non -dense ground
cover to retain the
bare
ground status.
b)
Basin bottoms to be grassed with a percolation rate of 2"
per
hour per the tests by Buena Engineering.
C)
Leach line and drywell percolation rates
are to be the same as
bare ground. Leach lines area to be subtracted from the grassed
area and no sidewall rates have been
included in leach
line
calculation.
The graph and tables show the total percolation of the retention basin
area. Please notice that until hour eleven the entire runoff is expected
to percolate and no storage is required.
3. A maximum volume of 139,213 cubic feet of storage is needed based on a
24 hour, 100 year event. Utilizing a basin less than seven feet deep
• (6.98') x 95'± wide x 292'± long with side slopes varying from 2:1 to 5:1
a volume of 139,321 cubic feet of storage has been generated.
5225 CANYON CREST DR. • SUITE 252 • RIVERSIDE, CA 92507 • (714) 781-0950
The calculations are as follows:
Total Area
Bottom Grass Area
Side Slope Area
Volumes:
Bottom
Sides
12,210 x 6.98 =
15,500 x 6.98/2 =
TOTAL RETENTION AVAILABLE
PEAK RETENTION NEEDED
27,710 SF
12,210 SF
15,500 SF
85,226 CF
54,095 CF
139,321 CF
120,398 CF
4. The attached basin design will utilize 2:1 to 5:1 side slopes with a
grassed area of 50' x 250' for use as a small local park. The landscape
plans will be submitted for review upon approval of the above report.
Since the basin has 4:1 to 5:1 slopes along the street frontage no fence
is proposed along Desert Stream Drive. Along the remaining sides of the
basins a six foot block wall will be constructed.
In summary, the hundred year storm would be contained within the basin and the ten
year event would percolate within the system with no standing water in the basin at
the end of the storm. The residual 100 year runoff would percolate out of the basin
in about four hours.
This design approach is quite conservative as the hydrology assumes the ground is
previously watered, the leach lines have no sidewall calcs and the percolation rates
have a conservative 1.5 safety factor applied.
•
RIVERSIDE COUNTY
R A T I O N A L- H Y D R O L O G Y
PROGRAM PACKAGE
Copyright_ (c) CivilCadd/CivilDesign, 1988
Rational Hydrology Study I Date: 11-27-89
11/17/89 100 year hydrology for tract 23935
hydrograph reflects 24 hour precipitation in a hundred year occurence
*SPECIFIED HYDROLOGY INFORMATION*
Rational method hydrology program based on
Riverside County Flood Control & Water Conservation District
1978 Hydrology Manual
Storm Event(Year) = 100.00 Antecedent Moisture Condition = 2
Standard Intensity -Duration Curves Data (Plate 0-4.1)
for the CATHEDRAL CITY area used.
10 Year Storm 10 Minute Intensity(In./Hr.) = 2.770
10 Year Storm 60 Minute Intensity(In./Hr.) = .980
W0 Year Storm 10 Minute Intensity(In./Hr.) = 4.520
OO Year Storm 60 Minute Intensity(In./Hr.) = 1.600
Calculated Rainfall Intensity Data:
1 Hour Intensity(In./Hr.) = 1.6000
Slope of Intensity Duration Curve = .5800
Storm Year = 100.
+ + + + + + + + + + + + + + + + + + + + + + + + .. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 1.01 to Point/Station 1.02
*** INITIAL AREA EVALUATION ***
Assummed Initial Subarea Uniform
Area Type is: Single Family (1/4 Acre)
TC = K*[(Length"3)/(Elevation Change)] -.2
Initial Subarea Flow Dist. = 930.00
Upstream Elevation = 85.00
Downstream Elevation = 72.00
Elevation Difference = 13.00
TC = .390*[( 930.00**3)/( 13.00)]**.2 = 14.105
100.00 Year computed rainfall (In./Hr.) _- 3.705
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil - Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil GroLrp D = .000
0 Ingle farnily(1/4 Acre lot) runoff coefficient = .7050
unoff Index for AMC2 = 32.00
Effective Runoff Coefficient used (Q=CIA) is C = .705
Subarea runoff (CFS) = 20:90
Total area(ACRES) = 8.00
++++++++++++++++++++++++++++++++++++++++i-++++++++++++++++++++++++++++++++++
*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***
Upstream Elevation (Ft.) = 72.00 Downstream Elevation (Ft.) = 58.00
Street Length (Ft.) = 730.00 Curb Height (In.) = 6.
Street Halfwidth (Ft.) = 20.00
istance From Crown to Crossfall Grade Break
lope from Gutter to Grade Break (Ft./Ft.) =
Slope from Grade Break to Crown (Ft./Ft.) =
Number of Halfstreets Carryinq Runoff = 2
Distance from curb to property line (Ft.) _
Slope from curb to property line (Ft./Ft.) =
Gutter width (Ft.) = 2.000
(Ft.) = 18.00
.020
.020
10.00
.020
Gutter hike (distance above flow line) = 2.000 (In.)
Estimated mean flow rate at MIDPOINT of street = 29.91 (CFS)
Depth of flow = .51 (Ft.)
Average Velocity = 3.95 (Ft./Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = .452 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 3.95 Depth*Velocity = 2.01
Travel time (Min.) = 3.08 TC(min.) = 17.18
Adding Area Flow To Street
00.00 Year computed rainfall (In./Hr.) = 3.304
ecimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient = .6923
Runoff Index for AMC2 = 32.00
Subarea runoff = 15.78 (CFS) for 6.90 Acres
Total runoff = 36.68 (CFS), Total area = 14.90 Acres
Depth of flow = .54 (Ft.)
Average Velocity = 4.13 (Ft./Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
NOTE: Depth of flow exceeds top of crown.
Distance that curb overflow reaches into property is = 2.026 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 3.95 Depth*Velocity = 2.14
++++++++ i-+ -i-+++++ i-+++++ t-H++++-F+++++++++++++++++++++++++++t++++++ .4• +++++++++++
Process from Point/Station 1.02 to Point/Station 2.01
** CONFLUENCE OF MAIN STREAMS ***
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year computed rainfall (In./Hr.) = 3.304
Total flow area (Acres) = 14.90
Total runoff (CFS) at confluence point = 36.68
Program is now starting with MAIN STREAM NO. 2
++++++++++++++++++++++++++++++++++++f++++++++++++++++++++++++++++++++++++
rocess from Point/Station 3.01 to Point/Station 3.02
*** INITIAL AREA EVALUATION ***
Assummed Initial Subarea Uniform
Area Type is: Single Family (1/4 Acre)
TC = K*[(Length"3)/(Elevation Change)] -.2
Initial Subarea Flow Dist. = 1000.00
Upstream Elevation = 78.00
Downstream Elevation = 66.00
Elevation Difference = 12.00
TC = .390*[( 1000.00**3)/( 12.00)]**.2 = 14.970
100.00 Year computed rainfall (In./Hr.) = 3.579
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient - .7012
Runoff Index for AMC2 = 32.00
Effective Runoff Coefficient used (Q=CIA) is C = .701
Subarea runoff (CFS) = 24.60
Total area(ACRES) = 9.80
+++++++++++++++++--+++++++++++++,•++++++++++++++++++++++++++++++++++++++++++
rocess from Point/Station 3.01 to Point/Station 3.02
*** CONFLUENCE OF MINOR STREAMS ***
100.00 Year computed rainfall (In./Hr.) = 3.579
ALONG THE MAIN STREAM NUMBER: 2
The flow values used for the stream: 1 are:
Time of c:oncentration(min.) = 14.97
Rainfall intensity (in./hr/) = 3.58
Total flow area (Acres) = 9.80
Total runoff (CFS) at confluence point - 24.60
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.01 to Point/Station 4.02
*** INITIAL AREA EVALUATION ***
Assummed Initial Subarea Uniform
Area Type is: Single Family (1/4 Acre)
TC = K*[(Length"3)/(Elevation Change)) -.2
Initial Subarea Flow Dist. = 880.00
Upstream Elevation = 76.00
lownstream Elevation = 63.00
levation Difference = 13.00
TC = .390*[( 880.00**3)/( 13.00)]**.2 = 13.645
100.00 Year computed rainfall (In./Hr.) = 3.777
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
jingie Tamllykl/'1 more LoLJ r-urru1 1
Runoff Index for AMC2 = 32.00
Effective Runoff Coefficient used
Subarea runoff (CFS) = 13.09
Total area(ACRES) = 4.90
1I V 1'r 1 1 1 Lr 1 G 1 1 I
(Q=CIA) is C =
.707
0++4.++++++++++++++++++++++++++++++++++++++++++++++++++.i.+++++++++.r.++++++++++
Process from Point/Station 4.01 to Point/Station 4.02
*** CONFLUENCE OF MINOR STREAMS ***'
*** Compute Various Confluenced Flow Values ***
100.00 Year computed rainfall (In./Hr.) = 3.777
ALONG THE MAIN STREAM NUMBER: 2
The flow values used for the stream:
Time of concentration(min.) 13.64
Rainfall intensity (in./hr/) = 3.78
Total flow area (Acres) = 4.90
Total runoff (CFS) at confluence point
2 are:
13.09
Confluence information:
$tream
runoff
Time
Intensity
Number
(CFS)
(min.)
(inch/hour)
-------------=--------------------------------------------------
1
24:60
14.97
3.579
2
13.09
13.64
3.77.7
QSMX(1)
=
+1.000*1.000*
24.6)
948*1.000*
13.1)
_• 36.999
QSMX(2)
=
+1.000*
.911*
24.6)
+1.000*1.000*
13.1)
= 35.506
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
24.60 13.09
Possible Confluenced flow values are:
37.00 35.51
Individual'Stream Area values are:
9.80 4.90
Computed confluence estimates are:
Runoff(CFS) = 37.00 Time(min.) = 14.970
Total main stream study area (Acres) = 14.70
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.02 to Point/Station 5.01
*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION w*w
Upstream Elevation (Ft.) = 63.00 Downstream Elevation (Ft.) 60.00
�treet Length (Ft.) = 700.00 Curb Height (In.) = B.
Street Halfwidth (Ft.) = 20.00
Distance From Crown to Crossfall Grade Break (Ft.) = 18.00
Slope from Gutter to Grade Break (Ft./Ft.) = .020
Slope from Grade Break to Crown (Ft./Ft.) = .020
.. . I - _ - .. - ..._ ._ -- -..__.pf _ n
k3ui_Ler wiaLn krk- .) -
Gutte,r hike (distance above flow line) = 2.000 (In.)
Estimated mean flow rate at MIDPOINT of street
Depth of flow = .71 (Ft.)
81verage Velocity 2.98 (Ft./Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
NOTE: Depth of flow exceeds top of crown.
Distance that curb overflow reaches into property
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 2.98 Depth*Velocity =
Travel time (Min.) = 3.91 TC(min.) 18.88
Adding Area Flow To Street
46.81 (CFS)
is = 2.188 (Ft.)
2.12
100.00 Year computed rainfall (In./Hr.) = 3.128
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient = .6861
Runoff Index for AMC2 = 32.00
Subarea runoff = 16.74 (CFS) for 7.80 Acres
Total runoff = 53.74 (CFS), Total area = 22.50 Acres
Depth of flow = .74 (Ft.)
Average Velocity = 3.11 (Ft./Sec.)
aARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
NOTE: Depth of flow exceeds top of crown.
Distance that curb overflow reaches into property is = 3.873 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 2.98 Depth*Velocity = 2.22
+++++++++++++++++++++++++.I-+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.01 to Point/Station 6.01
*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***
Upstream Elevation (Ft.) = 60.00 Downstream Elevation (Ft.) = 58.00
Street Length (Ft.) = 600.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 20.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft./Ft.) =
Slope from Grade Break to Crown (Ft./Ft.) =
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) _
Slope -from curb to property line (Ft./Ft.) =
Gutter width (Ft.) = 2.000
(Ft.) = 18.00
.020
.020
10.00
.020
utter hike (distance above flow line) = 2.000 (In.)
Estimated mean flow rate at MIDPOINT of street = 58.16 (CFS)
Depth of flow = .80 (Ft.)
Average Velocity = 2.92 (Ft./Sec.)
NU I t: uep cn o f 'law exceeu5 uop u i u"w+"
Distance that curb overflow reaches into property is = 6.534 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Ililow Velocity(Ft./Sec.) = 2.92 Depth*Velocity = 2.33
Travel time (Min.) 3.43 TC(min.) = 22.31
Adding Area Flow To Street
100.00 Year computed rainfall (In./Hr.) = 2.840
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient = .6753
Runoff Index for AMC2 = 32.00
Subarea runoff = 7.10 (CFS) for 3.70 Acres
Total runoff = 60.84 (CFS), Total area = 26.20 Acres
Depth of flow = .81 (Ft.)
Average Velocity = 2.95 (Ft./Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
NOTE: Depth of flow exceeds top of crown.
Distance that curb overflow reaches into property is = 7.144 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 2.92 Depth*Velocity = 2.36
1D
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.01 to Point/Station 6.01
*** CONFLUENCE OF MAIN STREAMS ***
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year computed rainfall (In./Hr.) = 2.840
The flow values used for the stream: 2 are:
Time of concentration(min.) = 22.31
Rainfall intensity (in./hr/) = 2.84
Total flow area (Acres) = 26.20
Total runoff (CFS) at confluence point - 60.84
Program is now starting with MAIN STREAM NO. 3
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.01 to Point/Station 7.02
*** INITIAL AREA EVALUATION ***
. Assummed Initial Subarea Uniform
Area Type is: Single Family (1/4 Acre)
TC = K*[(Length"3)/(Elevation Change)] -.2
Initial Subarea Flow Dist. = 800.00
Upstream Elevation = 80.00
Downstream Elevation = 57.00
ueclmal rraQ1-j-uii auil u, uup n = i.vvv
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient .7180
Runoff Index for AMC2 = 32.00
loffective Runoff Coefficient used (Q=CIA) is C .718
ubarea runoff (CFS) = 20.97
Total area(ACRES) = 7.00
++++++i•++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.01 to Point/Station 7.02
*** CONFLUENCE OF MAIN STREAMS ***
*** Compute Various Confluenced Flow Values ***
----------------------------------------------------------------------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year computed rainfall (In./Hr.) = 4.172
The flow values used for the stream: 3 are:
Time of concentration(min.) = 11.50
Rainfall intensity (in./hr/) = 4.17
Total flow area (Acres) = 7.00
Total runoff (CFS) at confluence point = 20.97
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inch/hour)
1 36.68 17.18 3.304
2 60.84 22.31 2.840
3 20.97 11.50 4.172
QSMX(1) =
+1.000*1.000* 36.7)
+1.000* .770* 60.8)
+ .792*1.000* 21.0)
100.144
QSMX(2) =
+ .859*1.000* 36.7)
+1.000*1.000* 60.8)
+ .681*1.000* 21.0)
106.636
Q S M X ( 3 ) =
+1.000* .669* 36.7)
+1.000* .515* 60.8)
+1.000*1.000* 21.0)
76.858
Rainfall intensity and time of concentration
used for 3 MAIN streams.
Individual stream flow values are:
36.68 60.84 20.97
Possible confluenced flow values are:
100.14 106.64 76.86
individual Stream Area values are:
14.90 26.20 7.00
Computed confluence estimates are:
Runoff(CFS) = 106.64 Time(min.) = 22.311
Total main stream study area (Acres) = 48.10
be used for µa�unit �hydrograph study of the same area.
TOTAL STUDY AREA(ACRES) = 48.10
AREA AVERAGED PERVIOUS AREA FRACTION(AP) _ .500
AREA AVERAGED SCS CURVE NUMBER (AMC II) a 32.0
. RIVERSIDE COUNTY
R A T I 0 N A L. - H Y D R O L O G Y
PROGRAM PACKAGE
Copyright (c) CivilCadd/CivilDesign, 1988
Rational Hydrology Study Date: 11-27-89
11/27/8
T
--------------------------------------
*SPECIFIED HYDROLOGY INFORMATION*
Rational method hydrology program based on
Riverside County Flood Control & Water Conservation District
1978 Hydrology Manual
Storm Event(Year) = 10.00 Antecedent Moisture Condition = 2
Standard Intensity -Duration Curves Data (Plate D-4.1)
for the CATHEDRAL CITY area used.
�@ Year Storm 10 Minute Intensity(In./Hr.) = 2.770
0 Year Storm 60 Minute Intensity(In./Hr.) = .980
100 Year Storm 10 Minute Intensity(In./Hr.) = 4.520
100 Year Storm 60 Minute Intensity(In./Hr.) = 1.600
Calculated Rainfall Intensity Data:
1 Hour Intensity(In./Hr.) = .9800
Slope of Intensity Duration Curve = .5800
Storm Year = 10.
Process from Point/Station 1.01 to Point/Station 1.02
*** INITIAL AREA EVALUATION ***
ASSUmmed Initial Subarea Uniform
Area Type is: Single Family (1/4 Acre)
TC = K*[(Length"3)/(Elevation Change)) -.2
Initial Subarea Flow Dist. = 930.00
Upstream Elevation = 85.00
Downstream Elevation = 72.00
Elevation Difference = 13.00
TC = .390*[( 930.00**3)/( 13.00)]**.2 = 14.105
10.00 Year computed rainfall (In./Hr.) = 2.269
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
ecimal Fraction Soil Group D = .000
ingle family(1/4 Acre lot) runoff coefficient = .6501
Runoff Index for AMC2 = 32.00
Effective Runoff Coefficient used (Q=CIA) is C .650
Subarea runoff (CFS) 11.80
Total area(ACRES) = 8.00
*** INITIAL ARtA tvALUA1IUN
Assummed Initial Subarea Uniform
Area Type is: Single Family (1/4 Acre)
TC = K*[(Length-3)/(Elevation Change)] -.2
nitial Subarea Flow Dist. = 1000.00
pstream Elevation = 78.00
Downstream Elevation = 66.00
Elevation Difference = 12.00
TC = .390*[( 1000.00**3)/( 12.00)]**.2 = 14.970
10.00 Year computed rainfall (In./Hr.) = 2.192
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient =
Runoff Index for AMC2 = 32.00
Effective Runoff Coefficient used (Q=CIA) is C = .646
Subarea runoff (CFS) = 13.89
Total area(ACRES) = 9.80
.6463
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.01 to Point/Station 3.02
*** CONFLUENCE OF MINOR STREAMS ***
------------------------------------------------ ---------------------------
10.00 Year computed rainfall (In./Hr.) = 2.192
ALONG THE MAIN STREAM NUMBER: 2
he flow values used for the stream: 1 are:
ime of concentration(min.) T 14.97
Rainfall intensity (in./hr/) = 2.19
Total flow area (Acres) = 9.80
Total runoff (CFS) at confluence point - 13.89
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.01 to Point/Station 4.02
*** INITIAL AREA EVALUATION ***
AsSLImmed Initial Subarea Uniform
Area Type is: Single Family (1/4 Acre)
TC = K*[(Length-3)/(Elevation Change)] -.2
Initial Subarea Flow Dist. = 880.00
Upstream Elevation = 76.00
Downstream Elevation = 63.00
Elevation Difference = 13.00
TC = .390*[( 880.00**3)/( 13.00)]**.2 = 13.645
10.00 Year computed rainfall (In./Hr.) = 2.314
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
W
n
Igle family('1/4 Acre lot) runoff coefficient
unoff Index for AMC2 = 32.00
Effective Runoff Coefficient used (Q=CIA) is
Subarea runoff (CFS) = 7.39
Total area(ACRES) = 4.90
C = .652
.6523
Pf VIi GDO 11 VIII iv 11,Imo' -" - _
*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***
Upstream Elevation (Ft.) = 72.00 Downstream Elevation (Ft.) =
Street Length (Ft.) = 730.00 Curb Height (In.) = 6.
Street Halfwidth (Ft.) = 20.00
10istance From Crown to Crossfall Grade Break (Ft.) = 18.00
lope from Gutter to Grade Break (Ft./Ft.) = .020
Slope from Grade Break to Crown (Ft./Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 10.00
Slope from curb to property line (Ft./Ft.) = .020
Gutter width (Ft.) = 2.000
Gutter hike (distance above flow line) = 2.000 (In.)
Estimated mean flow rate at MIDPOINT of street =
Depth of flow = .43 (Ft.)
Average Velocity = 3.41 (Ft./Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 3.41 Depth*Velocity =
Travel time (Min.) = 3.57 TC(min.) = 17.67
Adding Area Flow To Street
16.89 (CFS)
1.48
10.00 Year computed rainfall (In./Hr.) = 1.991
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group 6 = .000
Wcimal Fraction Soil Group C = .000
cimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient = .6357
Runoff Index for AMC2 = 32.00
Subarea runoff = 8.73 (CFS) for 6.90 Acres
Total runoff = 20.54 (CFS), Total area = 14.90 Acres
Depth of flow = .46 (Ft.)
Average Velocity = 3.61 (Ft./Sec.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 3.41 Depth*Velocity = 1.56
58.00
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.02 to Point/Station 2.01
*** CONFLUENCE OF MAIN STREAMS ***
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
10.00 Year computed rainfall (In./Hr.) = 1.991
The flow values used for the stream: 1 are:
Time of concentration(min.) = 17.67
Rainfall intensity (in./hr/) = 1.99
41ota.l flow area (Acres) = 14.90
tal runoff (CFS) at confluence point = 20.54
Program is now starting with MAIN STREAM NO. 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
*** CONFLUtNUt Ur N1NUK 11KtHNJ
*** Compute Various Confluenced Flow Values ***
10.00 Year 'computed rainfall (In./Hr.) = 2.314
LONG THE MAIN STREAM NUMBER: 2
The flow values used for the stream: 2 are:
Time of concentrar_ion(min.) = 13.64
Rainfall intensity (in./hr/) = 2.31
Total flow area (Acres) = 4.90
Total runoff (CFS) at confluence point = 7.39
Confluence information:
Stream
runoff
Time
Intensity
Number
(CFS)
(min.)
(inch/hour)
----------------------------------------------------------
1
13.89
14.97
2.192
2
7.39
13.64
2.314
QSMX(1) =
+1.000*1.000*
13.9)
+ .948*1.000*
7.4)
= 20.894
QSMX(2)
=
+1.000*
.911*
13.9)
+1.000*1.000*
7.4)
= 20.051
Rainfall intensity and time of concentration
used for 2 streams.
�dividual stream flow values are:
13.89 7.39
Possible Confluenced flow values are:
20.89 20.05
Individual Stream Area values are:
9.80 4.90
Computed confluence estimates are:
Runoff(CFS) = 20.89 Time(min.)
Total main stream study area (Acres)
14.970
14.70
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.02 to Point/Station 5.01
*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***
Upstream Elevation (Ft.) = 63.00 Downstream Elevation (Ft.) = 60.00
Street Length (Ft.) = 700.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 20.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft./Ft.) =
Slope from Grade Break to Crown (Ft./Ft.) =
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) _
Slope from curb to property line (Ft./Ft.) =
utter width (Ft.) = 2.000
(Ft.) - 18.00
.020
.020
10.00
.020
Wtter hike (distance above flow line) = 2.000 (In.)
Estimated mean flow rate at MIDPOINT of street =
Depth of flow = .59 (Ft.)
26.44 (CFS)
Streetflow Hydraulics at MIUVUtni OT sLreeL Gravel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 2.41 Depth*Velocity = 1.43
'Travel time (Min.) = 4.84 TC(min.) = 19.81
10dding Area Flow To Street
10.00 Year computed rainfall (In./Hr.) = 1.863
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient = .6285
Runoff Index for AMC2 = 32.00
Subarea runoff = 9.14 (CFS) for 7.80 Acres
Total runoff = 30.03 (CFS). Total area = 22.50 Acres
Depth of flow = .62 (Ft.)
Average Velocity = 2.54 (Ft./Sec.)
NOTE: Depth of flow exceeds top of crown.
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 2.41 Depth*Velocity = 1.48
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.01 to Point/Station 6.01
*** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***
Upstream Elevation (Ft.) 60.00 Downstream Elevation (Ft.) = 58.00
0treet Length (Ft.) = 600.00 Curb Height (In.) = 8.
treet Halfwidth (Ft.) = 20.00
Distance From Crown to Crossfall Grade Break (Ft.) = 18.00
Slope from Gutter to Grade Break (Ft./Ft.) = .020
Slope from Grade Break to Crown (Ft./Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 10.00
Slope from curb to property line (Ft./Ft.) = .020
Gutter width (Ft.) = 2.000
Gutter hike (distance above flow line) = 2.000 (In.)
Estimated mean flow rate at MIDPOINT of street = 32.50 (CFS)
Depth of flow = .65 (Ft.)
Average Velocity = 2.44 (Ft./Sec.)
NOTE: Depth of flow exceeds top of crown.
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
Flow Velocity(Ft./Sec.) = 2.44 Depth*Velocity = 1.59
Travel time (Min.) = 4.10 TC(min.) = 23.92
Adding Area Flow To Street
a10.00 Year computed rainfall (In./Hr.) = 1.671
c.imal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient = .6169
Runoff Index for AMC2 = 32.00
Subarea runoff = 3.81 (CFS) for 3.70 Acres
Depth oT Ttow = .00 kru.)
Average Velocity = 2.48 (Ft./Sec.)
NOTE: Depth of flow exceeds top of crown.
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 20.00
6 low Velocity(Ft./Sec.) = 2.44 Depth*Velocity = 1.61
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.01 to Point/Station 6.01
*** CONFLUENCE OF MAIN STREAMS ***
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
10.00 Year computed rainfall (In./Hr.)
The flow values used for the stream: 2
Time of concentration(min.) = 23.92
Rainfall intensity (in./hr/) = 1.67
Total flow area (Acres) = 26.20
Total runoff (CFS) at confluence point
= 1.671
are:
Program is now starting with MAIN STREAM NO. 3
33.84
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.01 to Point/Station 7.02
*** INITIAL AREA EVALUATION ***
• Assummed Initial Subarea Uniform
Area Type is: Single Family (1/4 Acre)
TC = K*[(Length"3)/(Elevation Change)] -.2
Initial Subarea Flow Dist. = 800.00
Upstream Elevation = 80.00
Downstream Elevation = 57.00
Elevation Difference = 23.00
TC = .390*[( 800.00**3)/( 23.00)]**.2 = 11.497
10.00 Year computed rainfall (In./Hr.) = 2.555
Decimal Fraction Soil Group A = 1.000
Decimal Fraction Soil Group B = .000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = .000
Single family(1/4 Acre lot) runoff coefficient = .6634
Runoff Index for AMC2 = 32.00
Effective Runoff Coefficient used (Q=CIA) is C = .663
Subarea runoff (CFS) = 11.87
Total area(ACRES) = 7.00
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.01 to Point/Station 7.02
*** CONFLUENCE OF MAIN STREAMS ***
"A* Compute Various Confluenced Flow Values ***
_ _ _------ _--- --_------_-___-_-�---_
OLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
10.00 Year computed rainfall (In./Hr.) = 2.555
The flow values used for the stream: 3 are:
T;mo of rnnrantration(min.) = 11.50
Total runoff (CFS) at confluence point -= 11.87
Confluence information:
Stream
runoff
Time
Intensity
Number
(CFS)
(min.)
(inch/hour)
1
20.54
17.67
1.991
2
33.84
23.92
1.671
3
11.87
11.50
2.555
QSMX(1)
=
+1.000*1.000*
20.5)
+1.000*
.739*
33.8)
+ .779*1.000*
11.9)
= 54.789
QSMX(2)
=
+ .839*1.000*
20.5)
+1.000*1.000*
33.8)
+ .654*1.000*
11.9)
= 58.832
QSMX(3) =
+1.000* .651*
20.5)
+1.000* .481*
33.8)
+1.000*1.000*
11.9)
= 41.494
Rainfall intensity and time of concentration
used for 3 MAIN streams.
Individual stream flow values are:
20.54 33.84 11.87
Possible confluenced flow values are:
54.79 58.83 41.49
dividual Stream Area values are:
14.90 26.20 7.00
Computed confluence estimates are: -
Runoff(CFS) = 58.83.: Time(min.) = 23.919
Total main stream study area (Acres) = 48.10
End of computations.. , the following figures may
be used for a unit hydrograph study of the same area.
TOTAL STUDY AREA(ACRES) = 48.10
AREA AVERAGED PERVIOUS AREA FRACTION(AP) _ .500
AREA AVERAGED SCS CURVE NUMBER (AMC II) = 32.0
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R C F C Ok W C D RAINFALL PATTERNS
HYDROLOGY 1\/JANUAL IN PERCENT
PLATE E- 5.9
HYDROGRAPH ---- Used RCFCRWCD manual plate e5. 9 for rainfall pattern
010= 58.53 per attached study
INFILTRATION RATE PER LEIGHTON REPORT 11 IN/HR /1.5 SAFETY = 7.33 IN/Hh
INCREMENTAL VOLUME = 3600 SECONDS/HOUR X 0 = CUBIC FEET
FERC VOLUMES = 4' DIA, 30' DEEP DRY WELL RATES X
14
WELLS X
(LEIGHTON RATE)
7.33
IN/HR X
390 SF=
3337
CF/HR
GRASS
AREA =
8910
SF X (CITY
2.00
IN/HR =
1485
CF/HR
SLOPE
AREA =
15500
SF X
7.33
IN/HR =
9472
CF/HR
LEACH
AREA =
1100
LF X 3
7.33
IN/HR =
2017
CF/HR
TOTAL
16311
CF/HR
* GRASS
AREA
= BOTTOM AREA - LEACH
AREA
MAX
STORAGE NEEDED =
21359
CF
MAX
STORAGE
AVAILABLE =
139321
CF
HOUR
% of
INCREMENTAL
TOTAL
FERC
STORAGE
..__---_-----------.-----------------------------_--___
010
0
VOLUME
VOLUME
VOLUME
NEEDED
1
1.2%
0.70
GFS
2528
--______---------------_----__---------
2528
CF
2528
CF
2
1.3%
0.77
CFS
2781
5310
CF
5310
CF
3
1.8%
1.05
CFS
3793
9103
CF
9103
CF
4
2.1%
1.23
CFS
4425
1357
CF
13527
CF
5
2.3%
1.35
CFS
4846
18374
CF
18374
CF
6
2.9%
1.70
CFS
6111
24484
CF
24484
CF
7
3.8%
2.22
CFS
8007
32491
CF
32491
CF
8
4.6%
2.69
CFS
9693
42184
CF
42184
CF
9
6.3%
3.69
CFS
13275
55458
CF
55458
CF
10
8.2%
4.80
GFS
17278
72736
CF
7736
CF
968
CF
11
7.0'/.
4.10
CFS
14750
87486
CF
87486
CF
12
7.3%
4.27
CFS
15382
102868 X2868
CF
102866 12866
CF
13
10.8'/.
6.32
CFS
22756
125624
CF
125624
CF
6446
CF
14
11.4%
6. 67
CFS
24021
149645
CF
149645
CF
14156
CF
15
10.4%
6.09
CFS
21914
171558
CF
171558
CF
19759
CF
16
8.5%
4.98
CFS
1*7910
189469
CF
189469
CF
21359
CF
17
1.4%
0.82
CFS
2950
192419
CF
192419
CF
7998
CF
18
1.9%
1. 1 1
CFS
4003
196422
CF
19642
CF
19
1.3%
0.76
CFS
2739
199161
CF
199161
CF
20
1.2%
0.70
CFS
2528
201690
CF
201690
CF
21
1. 1%
0.64
CFS
2318
204007
CF
204007
CF
22
1.0%
0.59
CFS
2107
206115
CF
206115
CF
23
0. 9%
0.53
CFS
1896
2080 11
CF
2080 1
CF
24
0.8%
0.47
CFS
1686
209697
CF
209697
CF
HYDROGRAPH ---- Used RCFC&WCD manual plate e5.9 for rainfall pattern
0100= 106.64 per attached study
INFILTRATION RATE PER LEIGHTON REPORT 11 IN/HR /1.5 SAFETY = 7.33 IN/HR
INCREMENTAL VOLUME = 3600 SECONDS/HOUR X 0 = CUBIC FEET
FERC VOLUMES = 4' DIA, 30' DEEP DRY WELL RATES X
14
WELLS X
(LEIGHTON RATE)
7.33
IN/HR X
390 SF=
3337
CF/HR
***GRASS
AREA =
8910
SF X (CITY
2.00
IN/HR =
1485
CF/HR
SLOPE
AREA =
15500
SF X
7.33
IN/HR =
9472
CF/HR
LEACH
AREA =
1100
LF X 3
7.33
IN/HR =
2017
TOTAL
16311
CF/HR
*** GRASS
AREA
= BOTTOM AREA - LEACH
AREA
MAX
STORAGE NEEDED
= 139213
CF
MAX
STORAGE
AVAILABLE =
139321
CF
HOUR
% of
INCREMENTAL
TOTAL
FERC
STORAGE
--------------------------------------------------------------------------------
0100
0
VOLUME
VOLUME
VOLUME
NEEDED
1
1.2%
1.28
CFS
4607
4607
CF
4607
CF
2
1.3%
1.41
CFS
5068
9674
CF
9674
CF
3
1.8%
1.92
CFS
6910
16585
CF
16585
CF
4
2.1%
2.24
CFS
8062
24647
CF
24647
CF
5
2.3%
2.45
CFS
8830
33476
CF
33476
CF
6
2.9%
3.09
CFS
11133
44610
CF
44610
CF
7
3.8%
4.05
CFS
14588
59198
CF
59198
CF
8
4.6%
4.91
CFS
17660
76858
CF
76858
CF
1349
9
6.3%
6.72
CFS
24186
101044
CF
101044
CF
9224
10
8.2%
8.74
CFS
31480
132524
CF
132524
CF
24394
it
7.0%
7.46
CFS
26873
159397
CF
159397
CF
34957
12
7.3%
7.78
CFS
28025
187422
CF
187422
CF
46671
13
10.8%
11.52
CFS
41462
228884
CF
212037
CF
71822
14
11.4%
12.16
CFS
43765
272649
CF
228348
CF
99277
15
10.4%
11.09
CFS
39926
312575
CF
244658
CF
122892
16
8.5%
9.06
CFS
32632
345206
CF
260969
CF
139213
17
1.4%
1.49
CFS
5375
350581
CF
277279
CF
128278
18
1.9%
2.03
CFS
7294
357875
CF
293590
CF
119261
19
1.3%
1.39
CFS
4991
362866
CF
309901
CF
107941
20
1.2%
1.28
CFS
4607
367473
CF
326211
CF
9638
21
1.1%
1.17
CFS
4223
371696
CF
342522
CF
84150
22
1.0%
1.07
CFS
3839
375535
CF
358832
CF
71679
23
0.9%
0.96
CFS
3455
378990
CF
375143
CF
58823
24
0.8%
0.85
CFS
3071
382061
CF
382061
CF
45584
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SCALE 1"-100
cn
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n -
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_ 20'
EXISTING
VICINITY MAP
NO SCALE
60'
C50)�
TYPICAL SECTION - INTERIOR STREETS
L
_ 20
PAVEMENT
MEDIAN TO BE CONSTRUCTED
OR BONDED FO .
W, Ly
10, R/W
L.S.
ESM'T
55'
S'LY
R/w 20
L.S. ESM
TYPICAL SECTION - MILES AVENUE
44
TYPICAL SECTION - DUNE PALMS
ILI
n
HYDROLOGY MAP
TENTATIVE TRACT MAP NO. 23935
SEPTEMBER 1988
tz v1S1=D x0 --L0 - 56
GENERAL NOTES
1. GROSS ACREAGE - 50.0+
2. NUMBER OF LOTS:
3. MINIMUM LOT SIZE - 7,200 S.F.
4. EXISTING ZONING: R-1
5. EXISTING G.P. DESIGNATION: MED. DENSITY RESIDENTIAL (4-8 U/AC)
6. EXISTING LAND USE: UNDEVELOPED DESERT
7. PROPOSED LAND USE: SINGLE FAMILY RESIDENTIAL
8. UTILITIES:
SEWER AND WATER: COACHELLA VALLEY WATER DISTRICT
ELECTRIC: IMPERIAL IRRIGATION DISTRICT
GAS: SOUTHERN CALIFORNIA GAS COMPANY
TELEPHONE: GENERAL TELEPHONE COMPANY
CABLE TELEVISION: PALMER CABLEVISION
9. STORMWATER TO BE RETAINED ON-SITE.
10. LAND IS NOT SUBJECT TO OVERFLOW, INUNDATION OR FLOOD HAZARD.
11. INTERIOR STREETS TO BE DEDICATED TO PUBLIC.
12. THIS MAP INCLUDES ENTIRE CONTIGUOUS OWNERSHIP OF "LA QUINTA 47".
13. PARKWAYS ON PERIMETER STREETS AND STORMWATER RETENTION AREA TO BE PLACED
IN LANDSCAPING MAINTENANCE DISTRICT.
14. MIN. DEPTH =100' MIN. WIDTH =60' (35'ON CUL -DESACS Q KNUCKLES)
OWNER/DEVELOPER
LA QUINTA 47
74-075 EL PASEO, NO. A4
PALM DESERT, CALIFORNIA 92260
(619) 346-6445
LEGAL DESCRIPTION
NE 1/40F THE SW 1/4 AND THE NORTHERLY 330 FEET OF THE SE 1/4 OF THE SW 1/40F
SECTION 20, TOWNSHIP 5 SOUTH, RANGE 7 EAST, SAN BERNARDINO BASE AND MERIDIAN.
ASSESSOR PARCEL NUMBERS
613-431-007
613-431-008
STREET CAPACITY CALCULATIONS
-
,9 = (/ 48 6, /n ) A R Z/a5 "
FOR 40 ' r6W.6 TO CUfB , G C F ¢` FEOW TO TC
A=B.leo sF, P=4/.O, ,P=O.If9,N21jj 0.,74
Amax.=(/.48(010.0/S-)x8./6 x0.94rS" = Z7S8'Z
FOR 40' CURB 70 CURB, 8" [F ¢` FZOW TO TC.
A= /4.96 SF, P=4/.4', R=0.J&
0,, = ( / 48610.0/S)x /4 9!o x 05/xS
FOR S = O. 0040, 47mv.r. W/(,"C' F = /7.4 CFS
<Vmax. W19"CF = 479 CFS
Poe ,tl-ow &b TO 1,
Aa IS, 1(o ) R1/0=O, 445
A8 = 24. l(a Q' -R = o. 539
/.46(o' )c /8' 0, 0,4".k 0. o&3 = 50•CO3 cFs / v.Q Co'CF
Amax - 0.015
Q,nAK - l QB6x ./(ox0,539xo-0600 6b -Z7 5 FOZ6"CF
pp O,o/5
}
E
k�pfE45/0
N
coli No.I3486 n
r 4 EMPnR90$ f� I
TR. 23935
HYDROLOGY MAP
.ENGINEERING SERVICE CORPORATION
CONSULTANTS IN CIVIL ENGINEERING G LAND PLANNING
74-303 HIGHWAY 111, SUITE A
�'� 1I II PALM DESERT, CA 92?60
1 (1- 1? -88 (619) 56&-5N7
R. 2240 -I
y
w_o.
m
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AVENUE
RETENTION
BASIN
SCALE I%100
w
J
r
l31
i 10'
i
20' 1 20'
1—
XISTINI I PAVEMENT
1E3 I
VICINITY MAP
NO SCALE
M -e
20'
�L.
20' 10'
•16') - (7')
TYPICAL SECTION - INTERIOR STREETS
- - 7L- -LA
MEDIAN TO BE CONSTRUCTED
OR BONDED FO
&I TYPICAL SECTION - MILES AVENUE
SLY
R/W 20
L.S. ESM'T
0
TYPICAL SECTION - DUNE PALMS
HYDROLOGY MAP
TENTATIVE TRACT MAP N0. 23935
SEPTEMBER 1988
l -r--- o k o Y0 - 2-c' >
GENERAL NOTES
1. GROSS ACREAGE - 50.0+
2. NUMBER OF LOTS:
3. MINIMUM LOT SIZE - 7,200 S.F.
4. EXISTING ZONING: R-1
5. EXISTING G.P. DESIGNATION: MED. DENSITY RESIDENTIAL (4-8 U/AC)
6. EXISTING LAND USE: UNDEVELOPED DESERT
7. PROPOSED LAND USE: SINGLE FAMILY RESIDENTIAL
8. UTILITIES:
SEWER AND WATER: COACHELLA VALLEY WATER DISTRICT
ELECTRIC: IMPERIAL IRRIGATION DISTRICT
GAS: SOUTHERN CALIFORNIA GAS COMPANY
TELEPHONE: GENERAL TELEPHONE COMPANY
CABLE TELEVISION: PALMER CABLEVISION
9. STORMWATER TO BE RETAINED ON-SITE. '
10. LAND IS NOT SUBJECT TO OVERFLOW, INUNDATION OR FLOOD HAZARD.
11. INTERIOR STREETS TO BE DEDICATED TO PUBLIC.
12. THIS MAP INCLUDES ENTIRE CONTIGUOUS OWNERSHIP OF "LA QUINTA V-.
13. PARKWAYS ON PERIMETER STREETS AND STORMWATER RETENTION AREA TO BE PLACED
IN LANDSCAPING MAINTENANCE DISTRICT.
14. MIN.DEPTH=100'MIN.WIDTH=60'(35'ONCUL - DE- SACS � KNUCKLES)
E
OWNER/DEVELOPER
LA QUINTA 47
74-075 EL PASEO, NO. A4
PALM DESERT, CALIFORNIA 92260
(619) 346-6445
LEGAL DESCRIPTION
NE 1/4 OF THE SW 1/4 AND THE NORTHERLY 330 FEET OF THE BE 1/4 OF THE SW 1/40F
SECTION 20, TOWNSHIP 5 SOUTH, RANGE 7 EAST, SAN BERNARDINO BASE AND MERIDIAN.
ASSESSOR PARCEL NUMBERS
613-431-007
613-431-008
STREET CAPACITY CALCULATIONS -
19 48 & 112
ALCULATIONSQ=/.4810111 )AR"'S /2
FOR 40' UyB TO CUQB , 6 C. F 0' FLOW TO TC.
.4=8.16 SF, P=4/a, =O./99, Rs/'=o.,>'4
Qmaz. = i/4406/0 0/SJ x 8. /6 , 0.34 r s i11 = ?7S S1/r
FOR 40, CURB TO CURB, 8" CF or' FLOW TO T.0
A- 149!0 Sr, P-4/.4', R=0.36 , R1/J 0.6/
47," 0,r. = ( /. 48610.0/5) x 14.9!0 x 0.5/x 5 = 756 S �Z
FDR s = 0.0040 , Q`E//G'CF = /74 CFS
44max. W18", -F = 47.40 ccs
����QPpFE�35lp e(1 I1 _ E
H 0. > ��
Y ; EMPIRES >D (
R TR. 2393
/.�
�'`low HYDROLOGY MAP
ENGINEERING SERVICE CORPORATION
CONSULTANTS IN CIVIL ENGINEERING i LAND PLANNING
74-303 HIGHWAY 111, SUITE A
_ PALM DESERT, CA 92260
1 _nn (619) 568-5997
R.0 % VO 2240-1
W.0 -
fir
C'O/VSTh2UGT/ON NOTES
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R/w
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61 90,5
S� ZY 41
MAX. W.5 =
57 96
W 16'X 2s HEEP
SCALE III= 403/RaK U®
Z06 vc loo vc '
SECTION OC:) SFECTION
ti r-0KLOT 10 i N_ e EC.=52.00
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REVISIONS
APPROVED BY
PREPARED BY
IN THE CITY OF LA QUINTA
SHEET
aENGINEERING SERVICE CORPORATION
CONSULTANTS IN CIVIL ENGIMEENING G LANG PLANNING
<V�,Corz::.QT/-/E 74-303 HIGHWAY 111.SUITE A
PALM DESERT. CA 922W
GRADING PLAN
TRACT NO 23935
2of
(61915WS097 DRAWN BYE
D.A.C,
/ MW. ENGINEER
Mw. MANAGER
Y J I
SHEETS
FRANK REYNOLDS DATE
CITY ENGINEER RCE 32740
L. E. J.
RCE 33486 DATE G'"E"G'
W,o:'2240-I
--
L.E.J