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PUERTA AZUL Q LL 'c LL
La Quinta, California
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December 27, 2000
Prepared by
4DMAINIERO, SMITH AND ASSOCIATES, INC.
PLANNING / CIVIL ENGINEERING / LAND SURVEYING
777 Fast Tahquiti Canyon Way, Suite 301, Palm Springs, CA 92262
Telephone (760) 320 -9811 / FAX (760) 323 -7893 / www.mainicrosmith.com
i r
02/0,2/01 FRI 11:18 FAX 503 670 9400 PAC LAND MGNT 8002
PRELdIMINARY'
Y ID R 0 E 0 GY
NuuAr"RT
PUERTA AZUL
La Quinta, California
Prepared for
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December 27, 2000 'J"
Prepared by
MAINIERO, SMITH AND ASSOCIATES, INC.
PLANNING / CIVIL ENGINEERING / LAND SURVEYING
777 Fast Tahquitz Canyon Way, Suite 301, Palm Springs, CA 92262
Telephone (760) 320-9811 / FAX (760) 323 -7993 / www.mainierosmith.com
02/02/01 FRI 11:19 FAX 503 670 9400 PAC LAND MGNT Q003
Project Description
A 148 single - family residence project is proposed on a 20 -acre parcel, located on
the west side of Madison Street approximately 3400 feet south of Airport Blvd.,
within the City of La Quinta. The site consists of 30 clusters of detached homes
with open areas in the center of the project. The open areas will be used for
common area and retention, Figure 1 is a vicinity map depicting the project
location.
Existing Hydrology and Flood Control Improvements
The current Flood Insurance Rate Maps (FIRM) for the City of La Quinta
designates the project to be in Zone X. The site is shown on FEMA Map 060709
0001 -0010 (see FEMA Map). Zone X are areas determined to-be outside the
500 -year flood plain.
The City of La Quinta has local flood control jurisdiction in this area and has
required that the project retain 100% of the 100 -year, 24 -hour storm runoff.
The project site is located in a very mild sloping area of La Quinta and slopes in a
southeasterly direction. The development of PGA West to the north and west
sides of the project prevent off -site flows from impinging on the project.
Proposed Hydrology and Flood Control Improvements
The project site is required and designed to retain 100% of the storm runoff in the
100 -year, 24 -hour storm. The primary objective of the , flood control
- improvements is to convey storm flows from the site to the on -site retention areas
(Retention Areas A1, A2 and 131) via overland flow. Drywells will be located in
each retention basin to handle nuisance flow and percolate a portion of the storm
flows (See Preliminary Hydrology Map).
Retention basins have been required, and designed to retain the accumulated
runoff in the 100 -year, 24 -hour storm from their tributary areas. (See Shortcut
Hydrograph and Retention Basin Calculation Form)
Run -Off Analysis
A "Shortcut Method" Synthetic Unit Hydrograph was performed to determine the
runoff volume created from on -site and off -site areas tributary to .the retention
basins. The City of La Quinta requires the project to retain 100% of the 100 -
year, 24 -hour storm runoff. A constant loss rate (infiltration rate) was established
at 0.83 inches per hour for the' on -site developed areas. This infiltration rate
corresponds to a drainage area that is 65% impervious (conservative value). A
0210,2/01 FRI 11:19 FAX 503 670 9400 PAC LAND KGNT 1x004
constant loss rate (infiltration rate) was established at 0.38 inches per hour for
the off -site street area (Madison Street). This infiltration rate corresponds to a
drainage area that is 90% impervious. An infiltration rate of 2.0 inches per hour
was established for the retention basin (See Soils Report).
Results and Recommendations
Shortcut Hydrograph and Retention Basin Sizing results indicate the on -site
developed areas will produces 0.569 acre -feet of runoff. Retention Basins Al and
A2 provide 0.7454 acre -feet of retention. Off -Site (Madison Street) areas will
produce 0. 106 acre -feet of runoff. Retention Basin B1 will provide 0.12975 acre -
feet of retention volume (See Retention Basin Summary). Per the City of La
Quinta, the retention basins are designed with one foot of freeboard. In the event
of storms larger than 100 -year, storm runoff will exceed the capacity of the
retention basins, pond and safely overflow to Madison Street and heads south on
Madison Street. Ponding and overflow elevations will be one foot, or greater
below proposed building pads.
Summary
In summary, the proposed development of Pueta Azul will improve the existing
drainage conditions by: a) providing retention basins with the 100 -year volume
- capacity for on -site areas tributary to the retention basins, and b) providing a safe
overflow for runoff during storms larger than the 100 -year event.
02/0 ? /O1 FRT 11:19 FAX 503 670 9400 PAC LAND NGNT
Figure 1
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02/02/01 FRI 11:20 FAX 503 670 9400
PAC LAND HGNT
Shortcut Hydrograph
and
Retention Basin Calculation Form
[a 007
02/02/01. FRI 11:20 FAX 503 670 9400 PAC LAND AIGNT
[a 008
EFFECTIVE RAIN = 0.75 INCHES /ACRE
MAX RETENTION = 0.569 ACRE -FT DEPTH: (MAX RETENTION /[15])
R :\Documents \1456 \ORIGINALSI 1456 jad Unit Hydrograph Effective Rain and Basin 100 24hrl.xls],
12/27/00 12:15 PM
2.29 FT
MAINIERO, SMITH ASSOCIATES, INC.
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph, Effective Rain and
Retention Basin Calculation Form
Project 1456 On -Site Developed Areas
Net rain 100 yr. 24 hr.
Sheet 1 of 1
By JAD Date
Checked Date
(1) CONCENTRATION POINT 0
[3] DRAINAGE AREA -ACRES 20.09
[5) UNIT TIME - MINUTES 60
171 UNIT TIME - PERCENT OF LAG (100'[5]1[6]) 0
(9) STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR
(11I VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0
(131 CONSTANT LOSS RATE- INCHES /HOUR 0.83
(151 RETENTION BASIN AREA -ACRES 0.2484
[2) AREA DESIGNATION
[4] ULTIMATE DISCHARGE- CFS- HRS /IN (645'[31) 0
[6) LAG TIME- MINUTES 0
[8] S -CURVE 0
[101 TOTAL ADJUSTED STORM RAIN- INCHES 5
[12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0
(14) LOW LOSS RATE- PERCENT 85
(161 RETENTION BASIN PERCOLATION- INCHES /HOUR 2
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
RETENTION BASIN PERCOLATION
(171
UNIT TIME
PERIOD
minutes
[201
PATTERN
PERCENT
(PL E -5.9)
(211
STORM
RAIN
in /hr
6010 20
[221
LOSS RATE
in /hr
[231
EFFECTIVE RAIN
in /hr
[211 -122)
1241
FLOW
cfs
[25]
EFFECTIVE
RUNOFF
acre -ft/hr
[23][3]/12
[26]
PERCOLATION
acre -ft/hr
[15](16]/12
1271
RETENTION
PER PERIOD
[25] -[261
[28)
ACCUMULATED
VOLUME
100[5)
MAX
LOW
1.000
1.200
0.060
0.830
0.051 1
0.009
0.182
0.0151
0.0414
- 0,0263
0.000
2.000
1.300
0.065
0.830
0.055 1
0.010
0.198
0.0163
0.0414
- 0.0251
0.000
3.000
1.800
0.090
0.830
0.077 1
0.014
0.273
0.0226
0.0414
- 0.0188
0.000
4.000
2.100
0.105
0.830
0.089
0.016
0.319
0.0264
0.0414
- 0.0150
0.000
5.000
2.800
0.140
0.830
0.119
0.021
0.425
0.0352
0.0414
- 0.0062
0,000
6.000
2.900
0.145
0.830
0.123
0.022
0.441
0.0364
0.0414
- 0.0050
0.000
7.000
3.800
0.190
0.830
0.162
0.029
0.577
0.0477
0.0414
0.0063
0.006
8.000
4.600
0.230
0.830
0.196
0.035
0.699
0.0578
0.0414
0.0164
0.023
9.000
6.300
0.315
0.830
0.268
0.047
0.957
0.0791
0.0414
0.0377
0.060
10.000
8.200
0.410
0.830
0.349
0.061
1.246
0.1030
0.0414
0.0616
0.122
11.000
7.000
0.350
0.830
0.298 1
0.053
1.064
0.0879
0.0414
0.0465
0.168
12.000
7.300
0.365
0.830
0.310 1
0.055
1.109
0.0917
0.0414
0,0503
0.219
13.000
10.800
0.540
0.830
0.459
0.081
1.641
0.1356
0.0414
0.0942
0.313
14.000
11.400
0.570
0.830
0.485
0.086
1.732
0.1431
0.0414
0.1017
0.415
15.000
10.400
0.520
0.830
0.442
0.078
1.580
0.1306
0.0414
0.0892
0.504
16.000
8.500
0.425
0.830
0.361
0.064
1.291
0.1067
0.0414
0.0653
0.569
17.000
1.400
0.070
0.830
0.060
0.011
0.213
0.0176
0.0414
- 0.0238
0.545
18.000
1.900
0.095
0.830
0.081
0.014
0.289
0.0239
0.0414
- 0.0175
0.528
19.000
1.300
0.065
0.830
0.055
0.010
0.198
0.0163
0.0414
- 0.0251
0.503
20.000
1.200
0.060
0.830
0.051
0.009
0.182
0.0151
1 0.0414
- 0.0263
0,476
21.000
1.100
0.055
0.830
0.047
0.008
0.167
0.0138
0.0414
- 0.0276
0.449
22.000
1.000
0.050
0.830
0.043
0.008
0.152
0.0126
0.0414
- 0.0288
0.420
23.000
0.900
0.045
0.830
0.038
0.007
0.137
0.0113
0.0414
- 0.0301
0.390
24.000
0.800
0.040
0.830
0.034
0.006
0.122
0.0100
0.0414
- 0.0314
0.358
TOTALS
0.7500
15.1931
MAX:.569
EFFECTIVE RAIN = 0.75 INCHES /ACRE
MAX RETENTION = 0.569 ACRE -FT DEPTH: (MAX RETENTION /[15])
R :\Documents \1456 \ORIGINALSI 1456 jad Unit Hydrograph Effective Rain and Basin 100 24hrl.xls],
12/27/00 12:15 PM
2.29 FT
MAINIERO, SMITH ASSOCIATES, INC.
I02/02/01 FRI 11:21 FAX 503 670 9400 PAC LAND MGNT
EFFECTIVE RAIN = 3.4 INCHES /ACRE
MAX RETENTION = 0.106 ACRE -FT DEPTH: (MAX RETENTIONI[15]):
R: \Documents \1456 \ORIGINALS \[1456 jad offsite Unit Hydrograph Effective Rain and Basin 100 24hr1,xls],
12/27/00 12:33 PM
2.45 FT
MAINIERO, SMITH ASSOCIATES, INC.
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph, Effective Rain and
Retention Basin Calculation Form I
Project 1456 Off -Site Street Areas
Net rain 100 yr. 24 hr.
Sheet 1 of 1
By JAD Date
Checked Date
[11 CONCENTRATION POINT 0
(3] DRAINAGE AREA -ACRES 0.803
151 UNIT TIME- MINUTES 60
(71 UNIT TIME - PERCENT OF LAG (100•[5]1[61) 0
(9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0
[13] CONSTANT LOSS RATE - INCHES /HOUR 0.38
[151 RETENTION BASIN AREA -ACRES 0.04325
(2) AREA DESIGNATION
[4] ULTIMATE DISCHARGE- CFS- HRS /IN (645'[3]) 0
[6] LAG TIME - MINUTES 0
[8) S -CURVE 0
[101 TOTAL ADJUSTED STORM RAIN- INCHES 5
(121 MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0
[14] LOW LOSS RATE- PERCENT 32
[161 RETENTION BASIN PERCOLATION- INCHES /HOUR 2
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
RETENTION BASIN PERCOLATION
1171
UNIT TIME
PERIOD
minutes
[20]
PATTERN
PERCENT
(PL E -5.9)
[211
STORM
RAIN
in /hr
601'101(201
[221
LOSS RATE
in /hr
(231
EFFECTIVE RAIN
in /hr
[21) -[22]
1241
FLOW
cfs
(251
EFFECTIVE
RUNOFF
acre-ft/hr
[23][31112
[26]
PERCOLATION
acre-ft/hr
[15][16]/12
[271
RETENTION
PER PERIOD
125] -[261
128]
ACCUMULATED
VOLUME
100[51
MAX
LOW
1.000
1.200
0.060
0.380
0.019
0.041
0.033
0.0027
0.0072
- 0.0045
0.000
2.000
1.300
0.065
0.380
0.021
0.044
0.036
0.0030
0.0072
- 0.0043
0.000
3,000
1.800
0.090
0.380
0.029
0.061
0.050
0.0041
0.0072
- 0.0031
0.000
4.000
2.100
0.105
0.380
0.034
0.071
0.058
0.0048
0.0072
- 0.0024
0.000
5.000
2.800
0.140
0.380
0.045
0.095
0.077
0.0064
0.0072
- 0.0008
0.000
6.000
2.900
0.145
0.380
0.046
0.099
0.080
0.0066
0.0072
- 0.0006
0.000
7.000
3.800
0.190
0.380
0.061
0.129
0.105
0.0086
0.0072
0.0014
0.001
8.000
4.600
0.230
0.380
0.074
0.156
0.127
0.0105
0.0072
0.0033
0.005
9.000'
6.300
0.315
0.380
0.101
0.214
0.173
0.0143
0.0072
0.0071
0.012
10.000
8.200
0.410
0.380
0.131
0.279
0.226
0.0187
0.0072
0.0114
0.023
11.000
7.000
0.350
0.380
0.112
0.238
0.193
0.0159
0.0072
0.0087
0.032
12.000
7.300
0.365
0.380
0.117
0.248
0.201
0.0166
0.0072
0.0094
0.041
13.000
10.800
0.540
0.380
0.173
0.367
0.297
0.0246
0.0072
0.0174
0.059
14.000
11.400
0.570
0.380
0.182
0.388
0.314
0.0259
0.0072 1
0.0187
0.077
15.000
10.400
0.520
0.380
0.166
0.354
0.286
0.0237
0.0072
0.0165
0.094
16.000
8.500
0.425
0.380
0.136
0.289
0.234
0.0193
0.0072
0.0121
0.106
17.000
1.400
0.070
0.380
0.022
0.048
0.039
0.0032
0.0072
-0.0040
0.102
18.000
1.900
0.095
0.380
0.030
0.065
0.052
0.0043
0.0072
- 0.0029
0.099
19.000
1.300
0.065
0.380
0.021
0.044
0.036
0.0030
0.0072
- 0.0043
0.095
20.000
1.200
0.060
0.380
0.019
0.041
0.033
0.0027
0.0072
- 0.0045
0.090
21.000
1.100
0.055
0.380
0.018
0.037
0.030
0.0025
0.0072
- 0.0047
0.086
22.000
1.000
0.050
0.380
0.016
0.034
0.028
0.0023
0.0072
- 0.0049
0.081
23.000
0.900
0.045
0.380
0.014
0.031
0.025
0.0020
0.0072
- 0.0052
0.076
24.000
0.800
0.040
0.380
0.013
0.027
0.022
0.0018
0.0072
- 0.0054
0.070
TOTALS
1
3.4000
2.7530
MAX: .106
EFFECTIVE RAIN = 3.4 INCHES /ACRE
MAX RETENTION = 0.106 ACRE -FT DEPTH: (MAX RETENTIONI[15]):
R: \Documents \1456 \ORIGINALS \[1456 jad offsite Unit Hydrograph Effective Rain and Basin 100 24hr1,xls],
12/27/00 12:33 PM
2.45 FT
MAINIERO, SMITH ASSOCIATES, INC.
02/0 ? /01 FRI 11:22 FAX 503 670 9400 PAC LAND MGNT
producing storm of March 1938. Tabulations of these patterns are given
on Plate E -5,9 for selected unit time periods. These patterns are consid-
ered to represent a reasonable distribution of rainfall which will cause
critical.runoff conditions during major storm events.
_ Loss Rates - Factors influencing loss rates are discussed in detail
in Section C of this report. Where sufficient data is available loss
rates for unit hydrograph hydrology can be estimated from a study of rain-
fall- runoff relationships of major storms. Where such data is not avail-
able loss rates for ,pervious areas can be estimated using Plates E -6.1
and E -6.2. Loss rates for pervious areas estimated in this manner are
generally consistant with ,previous District studies, and with loss rates
developed by the Los Angeles District USCE in numerous hydrology studies
in the Southern California area.
Loss rates for .pervious areas can be adjusted to account for devel-
oped area using the relationship:
F = F (1.00-0.9Y F;= 2, D(I \O�%Jk°S))- 2.GC�-�00%l�O�JJ
where:
F = Adjusted loss rate - inches/hour
F = Loss rate for ,pervious areas - inches/hour (Plate E -6.2)
Ai = Impervious area (actual) - decimal percent (Plate E -6.3)
Adjusted loss rates for the Synthetic Unit Hydrograph method on typical
watersheds in the District run generally from 0.10. to 0.40 inches per hour,
with most falling between 0.20 and 0.25 inches per hour. For short storms
with durations of 6 -hours or less the adjusted loss rate may be taken as
constant. For longer duration storms the loss rate should normally be
varied to decrease with time to yield a mean equal to the adjusted loss
rate.' For the 24 -hour storm the loss curve -can be expressed as a function
of time:
E -8
02/02/01
.5.03-670 9400 PAC LAND
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RIVERSIDE COUNTY FLOOD CONTROL
H A N D
DISTRICT
CONSERVATION
WATER
14�
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100 -YEAR-24-HOUR
PRECIPITATION
—5
PLATE E .6
1
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RAINFALL PATTERNS IN PERCENT
u
n
1.7
3.6
2 .6
1.2
1.9
4.3
] .6
PERIOD
PERIOD
4•B '
REp
<
2
5 •6
3-HOUR
STORM
5.3
•3
•7
2.♦
S.a
1 .7
1 .6
z,.�
6.8
TIME
S -MIM
10 -MIN
IS -MIN
30 IN
1.6
2.6
PERIOD
PERIOD
PERIOD
PERIOD
PERIOD
>
^
1
1.7
2.6
7.7
B.5
4.4
5
1.3
2.6
4.8
10.0
3.6
.4
]
1.1
3.3
5.1
17.0
L
4.7
-3.3
4.9
17.4
`
2.0
5
l.5
3.3
6.6
29.9
p
D .B
e
1.e
7..
7.3
z0.7
1�•
6
7
1.5
♦.♦
8.4
I .0
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3.4
R
1.8
4.2
9.0
.6
5 B
3.5
9
1.9
5.]
)2.3
1.9
a
I .9
10
1.5
5.1
17.6
4.5
.a
4.3
11
1.6
6.1
16.1
3.0
l.1
6
12
l.8
5.9
4.2
"
6.1
17
2.2
7.7
10.3
.B
3.5
1 1.0
14
2.Z
8.5
S '1.0
1.1
7
•
15
2.2
14.1
1
I ).0
1.0
6.B
16
2.0
64.1
1.0
4.6
7 1.1
7
17
2.6
3.B
7
30
1 1.2
1a
2.7
2.4
1.3
1.2
4.7
19
2.4
1.3
3.B
1 1.4
6
33
20
2.7
a
34
S 1.5
.6
21
3.3
I 1.6
1.6
1.0
1 1.6
22
3.1
.9
a
37
1.9
23
Z•9
E
36
2.0
:a 5
24
7.0
2.1
.7
E
40
25
3.1
6
41
1.5
6
26
4.2
42
1.5
5
q
27
5.0
.5
q
44
2.0
28
3.5
q
45
1.9
S
29
6.6
1.9
.4
5
T
l.7
..
q
48
1.0
♦
31
a.z
D
32
5.9
33
Z
3.
l.e
1
Z
35
1.8
D
36
•6
r
�
r
M
n
M
Z
T
Z
U)
6 -HOUR STORM
TIME 5 -MIN )O -MIN 15 -MIN 30 -MIN TIME 5 -MIN
PERIOD PERIOD PERIOD PER 100 PERIDO I PERIOD PERIOD
1 .5
1.1
1.7
3.6
2 .6
1.2
1.9
4.3
] .6
PERIOD
PERIOD
4•B '
REp
1
2
5 •6
1.4
2.4
5.3
•3
•7
2.♦
S.a
1 .7
1 .6
2.4
6.8
B .l
1.6
2.5
9.0
D .7
1.6
2.6
Il.h
D .7
1.6
2.7
14.4
I .7
1.6
2.0
25.1
t •0
l.T
3.0
4.4
5
7.2
1 .a
1.0
3.6
.4
S .8
1.0
4.3
10
9 .B
1.0
4.7
I .0
2.0
5.4
1.0
B 8
2.0
6.2
1.6-
i B
2.1
6.9
.5
D .B
2.2
7.5
14
1 .0
Z.5
10.6
6
2 •B
z.9
14.5
10.1
I .0
3.0
3.4
2.5
1 .9
3.2
1.0
.6
5 B
3.5
6
IB
S 9
3.9
1.9
a
I .9
4.2
'7.9
l3
9 .9
4.5
.a
4.3
1..2
a
21
.6
3.0
l.1
6
22
1 .9
6.7
t 9
6.1
]•8
.9
1 1.0
10.3
.B
3.5
1 1.0
2.B
25
.9
S '1.0
1.1
7
•
5 1.0
.5
1
I ).0
1.0
6.B
5 1.1
20
1.0
4.6
7 1.1
7
" 29
1.0
) 1.1
7
30
1 1.2
5.1
1
1.3
1.2
4.7
1 1.4
32
1.3
3.B
1 1.4
6
33
1.5
1.5
a
34
S 1.5
.6
B
I 1.6
1.6
1.0
1 1.6
36
1.7
.9
49 1.7
so I.B
51 1.9
52 2.0
53 2.1
51 2.1
55 7.2
56 z.3
57 2.4
56 2.4
59 2.5
60 2.6
61 3.1
62 3.6
63 3.9
64 4.2
65 4.7
66 5.6
67 1.9
6B .9
69 .6
70 .5
71 .3
72 .2
NOTES:
I. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939.
2. 24 -hour patterns based on the general storm of March 2 8.3,1938.
I LS -MIN
IOD PEAT 01)
1 2.5
1 2.6
I 2.a
t 2.9
1 3.4
1 3.4
5 2.3
5 2.7
7 2.7
9 2.6
1 2.6
D 2.5
1 2.4
2 2.3
7 1.0
4 1.9
S .4
6 .4
7 .3
B 3
9 .5
o .5
1 .5
2 .4
7 .4
4 .t
5 •7
6 .2
7 3
B .t
9 3
0 .2
1 •3
2 .3
3 .3
4 .2
5 .3
6 .2
7 .7
0 .2
9 .3
0 .2
1 .2
2 .2
3 .2
4 .2
5 .2
6 .2
24 --HOUR STORM
TIME
)S -MIN
30 -MIN
60 " IN
T1
PERIOD
PERIOD
PERIOD
PERIOD
REp
1
2
.5
1.2
2
•3
•7
1.3
S
3
.]
6
I.B
5
.4
.7
2.1
5
5
.3
B
2.B
5
6
.3
1.0
2.9
5
T
.3
I.D
3.9
5
4.e
s
9
.4
1.3
6.3
5
10
.4
1.5
11
.5
1.7
1.0
5
12
.5
1.6-
7.3
6
13
.5
I.B
10.8
6
14
.5
2.0
11.4
6
15
.S
2.1
10.1
6
16
.6
2.5
B.5
6
17
.6
7.0
1.4
6
IB
.7
3.3
1.9
a
l9
.7
'7.9
l3
a
20
.a
4.3
1..2
a
21
.6
3.0
l.1
6
22
.7
23
.B
]•8
.9
7
24
.B
3.5
.B
7
25
.9
5.1
7
Z6
.9
5.7
1
27
1.0
6.B
7
20
1.0
4.6
7
" 29
1.0
5.3
7
30
1.1
5.1
1
31
1.2
4.7
1
32
1.3
3.B
6
33
1.5
.0
a
34
1.5
.6
B
35
1.6
1.0
a
36
1.7
.9
a
37
1.9
8
E
36
2.0
:a 5
fi
39
2.1
.7
E
40
2.2
.5
6
41
1.5
6
a
42
1.5
5
q
43
2,.0
.5
q
44
2.0
.5
q
45
1.9
S
q
46
1.9
.4
5
47
l.7
..
q
48
1.0
♦
q
NOTES:
I. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939.
2. 24 -hour patterns based on the general storm of March 2 8.3,1938.
I LS -MIN
IOD PEAT 01)
1 2.5
1 2.6
I 2.a
t 2.9
1 3.4
1 3.4
5 2.3
5 2.7
7 2.7
9 2.6
1 2.6
D 2.5
1 2.4
2 2.3
7 1.0
4 1.9
S .4
6 .4
7 .3
B 3
9 .5
o .5
1 .5
2 .4
7 .4
4 .t
5 •7
6 .2
7 3
B .t
9 3
0 .2
1 •3
2 .3
3 .3
4 .2
5 .3
6 .2
7 .7
0 .2
9 .3
0 .2
1 .2
2 .2
3 .2
4 .2
5 .2
6 .2
02/02/01 FRI 11:25 FAX 503 670 9400 PAC LAND MGNT
ACTUAL IMPERVIOUS COVER
Q013
Recommended Value
Land Use (1) Range- Percent For Average
Conditions- Percent(2
Natural or Agriculture 0 - 10 0
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots 10 - 25 20
20,000 S. F. (-i Acre) Lots 30 - 45 40
7,200 - 10,000 S. F. Lots 45 - 55 50
Multiple Family Residential:
Condominiums 45 - 70 65
Apartments 65 - 90 80
Mobile Home Park 60 - 85
oFMITE vgt�slE
Commercial, Downtown 80 -100 90
Business or Industrial
Notes:
1. Land use should be based on ultimate development of the watershed.
Long range master plans for the County and incorporated cities
should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not
apply to a particular study area. The percentage impervious may
vary greatly even on comparable sized lots due to differences in
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas to use ornamental grav-
els underlain by impervious plastic materials in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos, where available may assist in estimat-
ing the percentage of impervious cover in developed areas.
3. For typical horse ranch subdivisions increase impervious area 5 per-
cent over the values recommended in the table above.
R C F C Sk 'W C D IMPERVIOUS COVER -
r)YDRJ+ JGY NlANUAL FOR
•DEVELOPED, AREAS
PLATE E-6.3
02/02/01 FRI 11:25 FAX 503 670 9400 PAC LAND MGNT X014
Soils Report
02/02/01 TRI 11:25 FAX 503 670 9400
PAC LAND MGNT R015
Retenti ®n Basin Summary
02/02/01 FRI 11:25 FAX 503 670 9400
PAC LAND MGNT
Retention Basin
Summary
- AREA
Retention Basin "Al"
Bottom of Basin:
Elev. 457.0 — 0.0383 acres
Max. Water Surface:
Elev. 460.0 — 0.0854 acres
Volume Capacity:
0.18555 acre -feet
Retention Basin A2
- Bottom of Basin:
Elev. 455.0 — 0.1400 acres
Max. Water Surface:
Elev. 458.0 _ 0.2331 acres
Volume Capacity:
0.55980 acre -feet
-" Total Area for Infiltration: 0.2484 acres (average top and bot.)
Total Volume for Retention: 0.7454 acre -feet
AREA "B"
Retention Basin "B1"
Bottom of Basin:
Elev. 453.4 — 0.0132 acres
Max. Water Surface:
Elev. 456.4 — 0.0733 acres
Volume Capacity:
0.12975 acre -feet
Total Area for Infiltration: 0.04325 acres (average top and bot.)
Total Volume for Retention:
0.12975 acre -feet
[a 016
CITY OF
LA QUINTA,
CALIFORNIA
RIVERSIDE COUNTY
MAP-INDEX
and
STREET INDEX
PANELS PRINTED: 5.' 10
COMMUNITY -PANEL NUMBERS
060709 0001 -0010
MAP REVISED:
N,� . AUGUST 19, 1991
Federal Emergency Management Agency I I
0
r—
r.CFA NOT SHOWN - ALL IN ZONE X
005 B
PANEL NUMBER
I
LEGEND
'�:,;
F_
y
It'1T11'Y
z
,o
ttl
FLOOD -PRONE AREAS: FOR ORIENTATION
/
z
PURPOSES ONLY
1
;
1
FLOOD -PRONE STREET INDEX
I
CALLE
NOTE TO USER
MAZATLAN
jfen i'
Crlv'k
a AVENUE
This mdee provides a list nl all streets shown on the Flood
` ^+t' `'-
Insurance Rate Map IFIBM) that are partially or lolally within
Special Flood Harard Areas(SFHAs) Thisindesshouldnotbe
�Q
I
used as an authoritative source for determining whether
J
specific sireall. properties. or buitdings are withlnen SFHA.
I
The appropriate FIRM pane) must be consulted for these
'
purposes. Th.s.ndes is intended to be used only as a guide for
0 j
T�
. determining which FIRM panel displays the sweet— question
1 cr
and the retalwe location of the street on the FIRM panel
lll3�r� iiii
cc
KEY
Q 0
t
AREA NOT SHOWN • ALL IN ZONE X
Riverview Drive .............. 0015 (861
I O =
z z
'sneel number location
w W
�
rt
o
—� —�
name papal gntl
Q W
?
1
1
NAMED STREET
Adams Street .................. 0005ID51
)
Avan,da Bermudas ................ 0005 (851
rt
Avenida Buena wnhua ..... .. .... 0005 (B5. C51
CALLE
I -
AveniAa La Fonda ............... . 0005 (C51
TECATE
i
_
+
Avenida La Jarila ............. .. . 0005 IC51
Avenida La Tones .......... .... . . 00051051
Avenida Naranla ........ ....... 0005 (c5)
I
I
Avenida Navarro ............... 00051051
Avenida Nuesua ............. ... 0005105)
I
—�
Avenida Tlrprnga ............... . DOOS IC51
Avon ida Ulumo ......... ........ 0005101
I
I
Call,: Can.. ........... . I . .... . 0005 ICS)
C.r,)te. Fit wrra .................. 00051e5)
I
NUMBERED STREETS
C.Oe Guatemala ........ I ..... I . 0005 (051
:•�tti• Guaymas ................. 0005 IC51
-
Cuue Hueneme ..... .... ........ 0005 1051
C.al1e Ilo.ln 00051051
I
L—
I
J
....... ....... I ....
(::,Ili! J,rcumba ............ .. ... 0005IC51
—
—
50 Avenue I .......... ....... . 00051[4)
C.Ir11,: Katm.a .................. 0005(C51
52 Avenue ........... .. ...... 0005 (051
Ca pr Obispo ................. . 00051051
Call,• Palnllbt ................. . 0005 Ic51
Calla O„imn ...... ............ 0005 (051
Calty I:..ntr,crr . .............. . 0005105.C51
00108
Drs..,I (71"t, (71"t, Orrve .... .... ........ 00051051
Dn.u• Paln,s Rmul . . . . . . . . . . . .. . . . 00051021
J,•Ibvson Su.•r•I ............... . .00051E21
W:ulungu,n Sum ..... ..... ... 0005102 C51
CITY OF
LA QUINTA,
CALIFORNIA
RIVERSIDE COUNTY
MAP-INDEX
and
STREET INDEX
PANELS PRINTED: 5.' 10
COMMUNITY -PANEL NUMBERS
060709 0001 -0010
MAP REVISED:
N,� . AUGUST 19, 1991
Federal Emergency Management Agency I I
0
02/02/01 FRI 11:26 FAX 503 670 9400 PAC LAND MGNT
Preliminary Hydrology Map
019
I
EFFECTIVE RAIN = 0.75 INCHES /ACRE
MAX RETENTION = 0.569 ACRE -FT DEPTH: (MAX RETENTION /[15]): 2.29 FT
R: \Documents %145610RIGINALSI 1456 jad Unit Hydrograph Effective Rain and Basin 100 24hrt.xls),
12/27/00 12:15 PM MAINIERO, SMITH ASSOCIATES, INC.
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph, Effective Rain and
Retention Basin Calculation Form
Project 1456 On -Site Developed Areas
Net rain 100 yr. 24 hr.
Sheet 1 of 1
By JAD Date
Checked Date
[1] CONCENTRATION POINT 0
(3) DRAINAGE AREA -ACRES 20.09
[5) UNIT TIME - MINUTES 60
[71 UNIT TIME - PERCENT OF TAG (100•[5]/[6]) 0
[91 STORM FREOUENCY & DURATION 100 YEAR- 24 HOUR
[11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0
[13) CONSTANT LOSS RATE- INCHES /HOUR 0.83
[151 RETENTION BASIN AREA -ACRES 0.2484
(2) AREA DESIGNATION
(4) ULTIMATE DISCHARGE- CFS- HRS /IN (645'[3]) 0
(6) LAG TIME - MINUTES 0
(e) S -CURVE 0
[10) TOTAL ADJUSTED STORM RAIN- INCHES 5
[12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN /HR 0
[14] LOW LOSS RATE- PERCENT 85
(16] RETENTION BASIN PERCOLATION-INCHES/HOUR. 2
(201 I
PATTER? E RAIN
PERCENT
(PL E -5.9 , _ ?2]
1.200 k4_ _-33 i9
1.300 10
1.800 i4
FLOOD
HYDROGRAPH
RETENTION BASIN PERCOLATION
[17]
UNIT TIME
PERIOD
minutes
[24]
FLOW
cfs
[25]
EFFECTIVE
RUNOFF
acre -fl/hr
[23][31112
[26]
PERCOLATION,
acre -ft/hr
[15][161/12
[27)
RETENTION
PER PERIOD
[25] -[26]
[28]
ACCUMULATED
VOLUME
1.000
0.182
0.0151
0.0414
- 0:0263
0.000
2.000
0.198
0.0163
0.0414
- 0.0251
0.000
3.000
0.273
0.0226
0.0414
- 0.0188
0.000
4.000
2.100
0.105
0.830
0.089
0.016
0.319
0.0264
0.0414
- 0.0150
0.000
5.000
2.800
0.140
0.830
0.119
0.021
0.425
0.0352
0.0414
- 0.0062
0.000
6.000
2.900
0.145
0.830
0.123
0.022
0.441
0.0364
0.0414
- 0.0050
0.000
7.000
3.800
0.190
0.830
0.162
0.029
0.577
0.0477 1
0.0414
0.0063
0.006
8.000
4.600
0.230
0.830
0.196
0.035
0.699
0.0578
0.0414
0.0164
0.023
9.000
6.300
0.315
0.830
0.268
0.047
0.957
0.0791
0.0414
0.0377
0.060
10.000
8.200
0.410
0.830
0.349
0.061
1.246
0.1030
0.0414
0.0616
0.122
11.000
7.000
0.350
0.830
0.298
0.053
1.064
0.0879
0.0414
0.0465
0.168
12.000
7.300
0.365
0.830
0.310
0.055
1.109
0.0917
0.0414
0.0503
0.219
13.000
10.800
0.540
0.630
0.459
0.081
1.641
0.1356
0.0414
0.0942
0.313
14.000
11.400
0.570
0.830
0.485
0.086
1.732
0.1431
0.0414
0.1017
0.415
15.000
10.400
0.520
0.830
0.442
0.078
1.580
0.1306
0.0414
0.0892
0.504
16.000
8.500
0.425
0.830
0.361
0.064
1.291
0.1067
0.0414
0.0653
0.569
17.000
1.400
0.070
0.830
0.060
0.011
0.213
0.0176
0.0414
- 0.0238
0.545
18.000
1.900
0.095
0.830
0.081
0.014
0.289
0.0239
0.0414
- 0.0175
0.528
19.000
1.300.
0.065
0.830
0.055
0.010
0.198
0.0163
0.0414
- 0.0251
0.503
20.000
1.200
0.060
0.830
0.051
0.009
0.182
0.0151
0.0414
- 0.0263'
0.476
21.000
1.100
0.055
0.830
0.047
0.008
0.167
0.0138
0.0414
- 0.0276
0.449
22.000
1.000
0.050
0.830
0.043
0.008
0.152
0.0126
0.0414
- 0.0288
0.420
23.000
0.900
0.045
0.830
0.038
0.007
0.137
0.0113
0.0414
- 0.0301
0.390
24.000
0.800
0.040
0.830
0.034
0.006
0.122
0.0100
0.0414
- 0.0314
0.358
TOTALS
1 0.75001
15.1931
MAX: .5691
EFFECTIVE RAIN = 0.75 INCHES /ACRE
MAX RETENTION = 0.569 ACRE -FT DEPTH: (MAX RETENTION /[15]): 2.29 FT
R: \Documents %145610RIGINALSI 1456 jad Unit Hydrograph Effective Rain and Basin 100 24hrt.xls),
12/27/00 12:15 PM MAINIERO, SMITH ASSOCIATES, INC.
"SHORTCUT METHOD"
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph, Effective Rain and
Retention Basin Calculation Form
Project 1456 Off -Site Street Areas
Net rain 100 /r. 24 hr,
Sheet 1 of 1
By JAD Date
Checked Date
[1] CONCENTRATION POINT 0
(3] DRAINAGE AREA -ACRES 0.803
(5] UNIT TIME - MINUTES 60
[7] UNIT TIME - PERCENT OF LAG (100'[5)/[6]) 0
(9] STORM FREQUENCY 8 DURATION 100 YEAR- 24 HOUR
(11) VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0
(13] CONSTANT LOSS RATE- INCHES /HOUR 0.38
(15) RETENTION BASIN AREA -ACRES 0.04325
(2) AREA DESIGNATION
(4] ULTIMATE DISCHARGE- CFS- HRS /IN (645`[3]) 0
(6) LAG TIME - MINUTES 0
(8] S -CURVE 0
[101 TOTAL ADJUSTED STORM RAIN- INCHES 5
(12] MINIMUM LOSS RATE (FOR VAR. LOSS) -1N /HR 0
[14) LOW LOSS RATE- PERCENT 32
(16] RETENTION BASIN PERCOLATION - INCHES /HOUR - 2
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
RETENTION BASIN PERCOLATION
[17)
UNIT TIME
PERIOD
minutes
[20]
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
in/hr
6010 20
[22)
LOSS RATE
in /hr
[231
EFFECTIVE RAIN
in /hr
[21] -[221
[24)
FLOW
cfs
[251
EFFECTIVE
RUNOFF
acre -f 1hr
[23][3]112
(26]
PERCOLATION
acre -ft/hr
[151[16]/12
[271
RETENTION
PER PERIOD
[25] -[26]
(281
ACCUMULATED
VOLUME
100[5]
MAX
LOW
1.000
1.200
0.060
0.380
0.019
0.041
0.033
0.0027
0.0072
- 0.0045
0.000
2.000
1.300
0.065
0.380
0.021
0.044
0.036
0.0030
0.0072
- 0.0043
0.000
3,000
1.800
0,090
0.380
0.029
0.061
0.050
0.0041
0.0072
- 0.0031
0.000
4.000
2.100
0.105
0.380
0.034
0.071
0.058
0.0048
0.0072
- 0.0024
0.000
5.000
2.800
0.140
0.380
0.045 1
0.095
0.077
0.0064
0.0072
- 0.0008
0.000
6.000
2.900
0.145
0.380
0.046
1 0.099
0.080
0.0066
0.0072
- 0.0006
0.000
7.000
3.800
0.190
0.380
0.061
0.129
0.1.05
0.0086
0.0072
0.0014
0.001
8.000
4.600
0.230
0.380
0.074
0.156
0.127
0.0105
0.0072
0.0033
0.005
9.000'
6.300
0.315
0.380
0.101
0.214
0.173
0.0143
0.0072
0.0071
0.012
10.000
8.200
0.410
0.380
0.131
0.279
0.226
0.0187
0.0072
0.0114
0.023
11.000
7.000
0.350
0.380
0.112
0.238
0.193
0.0159
0.0072
0.0087
0.032
12.000
7.300
0.365
0.380
0.117
0.248
0.201
0.0166
0.0072
0.0094
0.041
13.000
10.800
0.540
0.380
0.173
0.367
0.297
0.0246
0.0072
0.0174
0.059
14.000
11.400
0.570
0.380
0.182
0.388
0.314
0.0259
0.0072
0.0187
0.077
15.000
10.400
0.520
0.380
0.166
0.354
0.286
0.0237
0.0072
0.0165
0.094
16.000
8.500
0.425
0.380
0.136
0.289
0.234
0.0193
0.0072
0.0121
0.106
17.000
1.400
0.070
0.380
0.022
0.048
0.039
0.0032
0.0072
- 0.0040
0.102
18.000
1.900
0.095
0.380
0.030
0.065
0.052
0.0043
0.0072
- 0.0029
0.099
19.000
1.300
0.065
0.380
0.021
0.044
0.036
0.0030
0.0072
- 0.0043
0.095
20.000
1.200
0.060
0.380
0.019
0.041
0.033
0.0027
0.0072
- 0.0045
0.090
21.000
1.100
0.055
0.380
0.018
0.037
0.030
0.0025
0.0072
- 0,0047
0.086
22.000
1.000
0.050
0.380
0.016
0,034
0.028
0.0023
0.0072
- 0.0049
0.081
23.000
0.900
0.045
0.380
0.014
0.031
0.025
0.0020
0.0072
- 0,0052
0.076
24.000
0.800
0.040
0.380
0.013
0.027
0.022
0.0018
0.0072
- 0.0054
0.070
TOTALS
3.4000
2.7530
MAX: .106
EFFECTIVE RAIN = 3.4 INCHES /ACRE
MAX RETENTION = 0.106 ACRE -FT DEPTH: (MAX RETENTION /[1S]): 2.45 FT
R: %Documents1145610RIGINALSI11456 jad offsite Unit Hydrograph Effective Rain and Basin 100 24hrl.xls),
12/27/00 12:33 PM MAINIERO, SMITH ASSOCIATES, INC.
producing storm of March 1938. Tabulations of these patterns are given
on Plate E -5.9 for selected unit time periods. These patterns are consid-
ered to.represent a reasonable distribution of rainfall which will cause
critical.runoff conditions during major storm'events.
Loss Rates - Factors influencing loss rates are discussed in detail
in Section C of this report. Where sufficient data is available loss
rates for unit hydrograph hydrology can be estimated from a study of rain-
fall - runoff relationships of major storms. Where such data is not avail-
able loss rates for pervious areas can be estimated using Plates E -6.1
and E -6.2. Loss rates for pervious areas estimated in this manner are
generally consistant with previous District studies, and with loss rates
developed by the Los Angeles District USCE in numerous hydrology studies
in the Southern California area.
Loss rates for pervious areas can be adjusted to account for devel-
oped area using the relationship:
F = F P (1.00-0.9y �= 2•D�I ` �O'9�k�'S�J - 2 a �� - �O��D��/
where :
F = Adjusted loss rate - inches/hour
Fp = Loss rate for pe "rvious areas - inches/hour (Plate E -6:2)
Ai = Impervious area (actual) - decimal percent (Plate E -6.3)
Adjusted loss rates for the. Synthetic Unit Hydrograph method on typical
watersheds in the District run generally from 0.10. to 0.40 inches per hour,
with most falling between 0.20 and 0.25 inches per hour. For short storms
with durations of 6 -hours or less the adjusted loss rate may be taken as
constant. For longer duration storms the loss rate should normally be'"
varied to decrease with time to yield a mean equal to the adjusted loss
rate. For the 24-hour storm the loss curve can be expressed as a function
of time:
E -8
Percolation Tests for Stormwater Retention
As requested, we have performed percolation /infiltration testing on the subject site in order to
evaluate the infiltration potential of the site soils. The percolation rates determined, should be
useful in assessing stormwater retention needs. It is our understanding that on -site stormwater
retention is required. It is proposed to collect stormwater runoff within shallow retention basins
located along the perimeter of the site.
Infiltration testing was performed within 3 -foot deep test holes excavated in two locations in the
southern portion of the site. The approximate test hole locations are indicated on the attached site
plan.
Percolation testing was performed on December 18, 2000. Testing involved filling the test holes
with water and recording the drop in the water surface with time. Measurements were taken in
approximately 15- minute increments. Testing indicated relatively stable infiltration rates of
approximately 16 and 12 inches per hour within the test holes A and B, respectively.
As determined by excavation of the percolation test holes, the'soils in the areas tested consisted of
silt in the upper 2 feet overlying slightly silty fine grained sand. The infiltration rates determined
during our testing appear fairly representative of the site soils in their present condition.
It should be noted that the infiltration rates determined by testing are ultimate rates based upon
short duration field test results. An appropriate safety factor should be applied prior to use in
design to account for subsoil inconsistencies, possible compaction related to site grading, and
potential silting of the percolating soils. The safety factor should be determined with
consideration to other factors in the stormwater retention system design, (particularly stormwater
volume estimates) and the safety factors associated with those design components.
Slodden Engineering